1984 - geotechnical - geotechnical report: metro rail...
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Converse Consultants Earth Sciences Associates GeolResource Consultants
GEOTECHNICAL REPORT
METRO RAIL PROJECT
DESIGN UNIT A425
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CONVERSE CONSULTANTS, INC.
EARTH SCIENCES ASSOCIATES GEO/RESOURCE CONSULTANTS
MAY 1984
Funding for this Project is provided by grants to the Southern California Rapid Transit District from the United States Department of Transportation, the State of California and the Los Angeles County Transportation Commission.
General Geotechnical Consultant Converse Consultants, Inc. 126 West Del Mar Boulevard Pasadena California 91105 Telephone 213 795.0461
Converse Consultants Earth Sciences Associates Geo/Resource Consultants
May 15, 1984
Metro Rail Transit Consultants 548 South Spring Street Los Angeles, California 90013
Attention: Mr. B.I. Maduke, Senior Geotechnical Engineer
Gentlemen:
This letter transmits our final geotechnical investigation report for Design Unit A425 prepared in accordance with our Contract No. 503 agreement dated September 30, 1983 between Converse Consultants, Inc. and Metro Rafi Transit Consultants (MRTC). This report provides geotechnical information and recom- . mendations to be used by design firms in preparing designs for Design Unit A425.
Our study team appreciate the assistance provided by
daily Mr. B.I. Maduke. We also want to acknowledge member of the Converse team, in particular Julio Valera
Respectfully submitted,
Robert M. Pride, Senior Vice President Converse Consultants, Inc.
RMP:n
the MRTC staff, espe- the efforts of each
and Jim Doolittle.
General Geotechnical Consultant Converse Consultants, Inc. 126 West Del Mar Boulevard Pasadena, California 91105 Telephone 213 795.0461
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a; 1o. C21OSS
Robert M. Pride Senior Vice President
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£4 Howard . pe n
Principal Engi ering Geologist
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PROFESSIONAL CERTIFICATION
This report has been prepared by
CCl/ESA/GRC under the professional supervision of the principal soils engineer and engineering geologist whose seals and signatures appear
hereon.
The findings, recommendations, spe-
cifications or professional opinions are presented, within the limits
prescribed by the client, after
being prepared in accordance with
generally accepted professional engineering and geologic principles and practice. There is no other warranty, either express or implied.
CCl/ESAIG RC
Table of Contents
C C IIESA/G R C
TABLE OF CONTENTS
Page
1.0 EXECUTIVE SUMMARY ..................... 1-1
2.0 INTRODUCTION ....................... 2-i
3.0 SITE AND PROJECT DESCRIPTION ............... 3-1
3.1 SITE DESCRIPTION ..................... 3-i
3.2 PROPOSED STATION STRUCTURE ................ 3-i
4.0 FIELD EXPLORATION AND LABORATORY TESTING ......... 4-1
4.1 GENERAL .......................... 4-1
4.2 BORINGS .......................... 4-1
4.3 GEOPHYSICAL MEASUREMENTS ................. 4.-i
4.4 OIL AND GAS ANALYSES ................... 4-1
4.5 WATER QUALITY ANALYSIS .................. 4-2
4.6 GEOTECHNICAL LABORATORY TESTING .............. 4-2
5.0 SUBSURFACE CONDITIONS ................... 5-1
5.1 GENERAL .......................... 5-1
5.2 SUBSOILS ......................... 5-i
5.3 BEDROCK .......................... 5-3
5.4 5.5
GROUNDWATER ........................ OIL AND GAS ........................
5-3 5-6
5.6FAULTS .......................... 5-6
5.7 ENGINEERING PROPERTIES OF SUBSURFACE MATERIALS ...... 5-6
5.7.1 General ...................... 5-6
5.7.2 Fine-Grained Alluvium ............... 5-7
5.7.3 Coarse-Grained Alluvium .............. 5-7
5.7.4 Topanga Formation Bedrock ............. 5-9
6.0 GEOTECHNICAL EVALUATIONS AND DESIGN CRITERIA ....... 6-1
6.1 GENERAL .......................... 6-1
6.2 EXCAVATION DEWATERING ................... 6-1
6.2.1 General ...................... 6-1
6.2.2 Possible Dewatering System ............ 6-3
6.2.3 Criteria for Dewatering Systems .......... 6-4
6.2.4 Induced Subsidence ................ 6-4
6.3 UNDERPINNING ....................... 6-5
6.3.1 General ...................... 6-5
6.4 TEMPORARY SLOPED EXCAVATIONS AND SHORING SUPPORT SYSTEMS 6-5
6.4.1 General ...................... 6-5
6.4.2 Sloped Excavations ................ 6-6
6.4.3 Conventional Shoring System ............ 6-6
6.4.4 Shoring Design Criteria .............. 6-7
6.4.5 Internal Bracing and Tiebacks ........... 6-8
6.4.5.1 General ................. 6-8
6.4.5.2 Internal Bracing ............ 6.4.5.3 Tieback Anchors .............
6-8 6-8
6.4.6 Anticipated Ground Movements ........... 6-10
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TABLE OF CONTENTS (Continued)
Page
6.5 SUPPORT OF TEMPORARY DECKING ............... 6-10
6.6 INSTRUMENTATION OF THE EXCAVATION ............. 6-11
6.7 EXCAVATION HEAVE AND SETTLEMENT OF STRUCTURES ....... 6-12
6.8 PERMANENT FOUNDATION SYSTEMS ............... 6-13
6.8.1 Main Station ................... 6-13
6.8.2 Support of Surface Structures ........... 6-13
6.9 PERMANENT GROUNDWATER PROVISIONS ............. 6-14
6.10 STATIC LOAD ON PERMANENT SLAB AND WALLS .......... 6-14
6.10.1 Hydrostatic Pressures ............... 6-14
6.10.2 Permanent Static Earth Pressures ......... 6-14
6.10.3 Surcharge Loads .................. 6-15
6.11 PARAMETERS FOR SEISMIC DESIGN ............... 6-15
6.11.1 General ...................... 6-15
6.11.2 Dynamic Material Properties ............ 6-15
6.11.3 Liquefaction Potential .............. 6-17
6.12 EARTHWORK CRITERIA .................... 6-18 6.13 SUPPLEMENTARY GEOTECHNICAL SERVICES ............ 6-19
REFERENCES
DRAWiNG 1 - VICINITY MAP
DRAWING 2 - LOCATION OF BORINGS AND GEOLOGIC SECTION
DRAWING 3 - LOCATION OF BORINGS - UNIVERSAL CITY STATION
DRAWING 4 - SUBSURFACE SECTION A-A' - UNIVERSAL CITY STATION
DRAWING 5 - GEOLOGIC EXPLANATION
APPENDIX A - FIELD EXPLORATION
APPENDIX B - GEOPHYSICAL EXPLORATIONS
APPENDIX C - PUMP TEST RESULTS
APPENDIX D WATER QUALITY ANALYSES
APPENDIX E - GEOTECHNICAL LABORATORY TESTING
APPENDIX F - TECHNICAL CONSIDERATIONS
APPENDIX G - EARTHWORK RECOMMENDATIONS
APPENDIX H - GEOTECHNICAL REPORTS REFERENCES
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LIST OF TABLES
Page
5-1 GROUNDWATER OBSERVATION WELL DATA ............. 5_5
5-2 MATERIAL PROPERTIES SELECTED FOR DESIGN .......... 5-8
6-1 SUMMARY OF EXCAVATION AND GROUNDWATER DEPTHS AND
ELEVATIONS, DESIGN UNIT A425--UNIVERSAL STATION ...... 6-2
6-2 RECOMMENDED DYNAMIC MATERIAL PROPERTIES FOR SUBSURFACE MATERIALS FOR USE IN DESIGN ................ 6-16
LIST OF FIGURES
Fol lows Page
6-1 UNDERPINNING GUIDELINES .................. 6-5
6-2 LATERAL LOADS ON TEMPORARY SHORING (WITH DEWATERING) . . . . 6-7
6-3 ALLOWABLE VERTICAL PILE CAPACITY IN TOPANGA FORMATION FOR
SHORING .......................... 6-7
S6-4 PILE SOLDIER PASSIVE RESISTANCE .............. 6-7
6-5 ALLOWABLE BEARING AND SETTLEMENT FOR SPREAD FOOTING ON
GRANULAR SOILS ....................... 6-13
6-6 ALLOWABLE BEARING AND SETTLEMENT FOR SPREAD FOOTING ON FINE-GRAINED SOILS ..................... 6-13
6-7 LOADS ON PERMANENT WALLS .................. 6-14
6-8 RECOMMENDED DYNAMIC SHEAR MODULUS RELATIONSHIPS ...... 6-15
6-9 RECOMMENDED DYNAMIC DAMPING RELATIONSHIPS ......... 6-15
6-10 MEASURED BLOW COUNTS .................... 6-17
6-11 COMPARISONS OF GRADATIONS ................. 6-17
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CC I/ESA/G AC
Section 1.0
Executive Summary
CCIIESAJGRC
1.0 EXECUTIVE SUMMARY
This report presents the results of a geotechnical investigation for De-
sign Unit A425 which includes the proposed Universal City Station. The
proposed cut-and-cover structure at the Station site will be about 560 feet
long, 60 feet wide, and will require excavating some 80 to 84 feet below
the existing ground surface at the Station site. The purpose of the
investigation is to provide geotechnical information and recommendations
to be used by design firms in preparing designs for the project. Although
this report may be used for construction purposes, it is not intended to
provide all of the information that may be required to construct the
project.
The subsurface profile at the Station site consists of a thin pavement
section which overlies generally fine-grained Alluvium that extends to
depths of about 43 to 58 feet. Beneath the fine-grained Alluvium lies a
relatively continuous layer of coarser-grained Alluvium which varies in
thickness from about 2 to 16 feet. Underlying the coarse-grained Alluvium
is the Topanga Formation bedrock. Groundwater was encountered within the
Alluvium. An interpretation of the available groundwater data indicates
that groundwater is about 16 feet below the existing ground surface at the
south end and 23 feet below the existing ground surface at the north end of
the Station site.
Construction of the Station will involve making a 80- to 84-foot deep
excavation through the Alluvium and into the Topanga Formation bedrock. . This will involve shoring and dewatering. The permanent structure will in
essence be a concrete box bearing on the Topanga Formation bedrock and
retaining Alluvium deposits.
The primary geotechnical evaluations and design criteria presented in this
report include:
o EXCAVATION DEWATERING AND SUBSIDENCE: Since the excavation will ex-
tend through and below the groundwater table, a dewatering system
will be required to construct the proposed excavation. Dewatering of
the excavation will result in some areal subsidence. The contractor
will be responsible for designing, installing and operating a suit-
able dewatering system. The report presents groundwater data results
of a pump test performed in the vicinity of the site and general
dewatering criteria to be satisfied by the contractor.
o UNDERPINNING: Most of the structures in the immediate vicinity of the
Station site will be demolished for construction of the new above-
ground facilities. Therefore, there does not appear to be a need for
underpinning at the site.
o TEMPORARY EXCAVATION SUPPORT: The excavation system will be chosen
and designed by the contractor in accordance with specified criteria
and subject to review and acceptance by the Metro Rail Transit Consul-
tants. There are several ways to construct the excavation including a
conventional shoring system with underpinning, or a conservatively
designed shoring system which would eliminate or minimize the need to
underpin. In addition, a "tight" shoring system could eliminate the
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need for underpinning and site dewatering. Design criteria for vari-
ous types of soldier pile shoring systems are presented in the report
since these have been used successfully in the Los Angeles area in
similar soil conditions. Other systems may also be appropriate and
may be considered by the contractor.
a EXCAVATION INSTRUMENTATION PROGRAM: The proposed excavation should
be instrumented. The recommended instrumentation program includes a
preconstruction survey, surface survey control, heave monitoring,
tiltmeters and inclinometer measurements, and bracing load measure-
ments.
o ENGINEERING MATERIAL PROPERTIES: Site specific static and dynamic
properties for the various materials encountered in Design Unit A425
are presented in Tables 5-2 and 6-2 of this report.
o PERMANENT FOUNDATION SYSTEM: The Station structure can be adequately
supported on the underlying materials. The report presents allowable
bearing pressures, pile capacities and estimates of foundation elas-
tic heave and elastic settlement.
o LOADS ON PERMANENT SLABS AND WALLS: The report presents recommended
lateral design earth pressures on the permanent structures. These
include hydrostatic uplift pressures on the bottom slab.
o LIQUEFACTION POTENTIAL: The liquefaction potential of the sandy
.. soils contained within the alluvial deposits at the Station site was
evaluated using comparisons of various soil properties with those of
materials which have undergone liquefaction or loss of strength dur-
ing past earthquakes. The gradational characteristics, shear wave
velocity, and Standard Penetration Test blow count measurements taken
within the soil deposit were compared to published case histories. On
this basis, it was established that some of the soils at the site have
a high potential for liquefaction and may experience a severe loss in
strength during or after the maximum design earthquake. Since the
base of the Station structure is founded within the Topanga Formation
bedrock, it should perform satisfactorily during the maximum design earthquake. However, significant increases in lateral earth pres-
sures could develop on the walls of buried structures due to liquefac-
tion and/or loss of strength within zones of the fine-grained Alluv-
ium. In addition, some seismic compaction of the alluvium could occur
due to dissipation of excess pore pressures after an earthquake which
could result in differential settlement of shallow surface structures
founded on these materials. The effects of liquefaction and loss of
strength within portions of the fine-grained alluvium should be con-
sidered in the design of the permanent structures at the Universal
City Station.
o SEISMIC CONSIDERATIONS: Design procedures and criteria for under-
ground structures under earthquake loading conditions are defined in
the SCRTD report entitled "Guidelines for Seismic Design of Under-
ground Structures" dated March 1984. Seismological conditions which
may impact the project and the operating and maximum design earth-
quakes which may be anticipated in the Los Angeles area are described
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in the SCRTD report entitled "Seismological Investigations and Design
Criteria" dated May 1983. The 1984 report complements and supple-
ments the 1983 report.
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Section 2.0
Introduction
2.0 INTRODUCTION
This report presents the results of a geotechnical investigation for De- sign Unit A425. The subject design unit includes the proposed Universal City Station. This structure will be part of the proposed 18.6-mile long
Metro Rail Project (see Drawing 1, Vicinity Map). The purpose of the
investigation is to provide geotechnical information to be used by the
design firms in preparing designs for the project. Although this report may be used for construction purposes, it is not intended to provide all
the geotechnical information that may be required to construct the proj-
ect. The work performed for this study included field reconnaissance, drilling and logging of exploratory borings, geologic interpretation, field and laboratory testing, engineering analyses, and development of
recommendations.
Additional geotechnical information on the Metro Rail Project is included
in the following reports, some of which may pertain to Design Unit A425:
o HGeotechnical Investigation Report, Metro Rail Project," Volume I - Report, and Volume II - Appendices, prepared by Converse Ward Davis Dixon, Earth Sciences Associates, and Geo/Resource Consul- tants, submitted to SCRTD in November 1981: This report pre- sents general geologic and geotechnical data for the entire project. The report also comments on tunneling and shoring experiences and practices in the Los Angeles area.
. 0 "Geotechnical Report, Metro Rail Project, Design Unit A430,"
prepared by Converse Consultants, Inc., Earth Sciences Associ-
ates, and Geo/Resource Consultants, submitted to SCRTD in May 1984. This report presents the results of our findings for about two miles of subsurface track line proceeding south to north from the north end of the Universal City Station to the south end of the North Hollywood Station.
o "Seismological Investigation & Design Criteria, Metro Rail Proj- ect, prepared by Converse Consultants, Lindvall, Richter & As-
sociates, Earth Sciences Associates, and Geo/Resource Consul- tants, submitted to SCRID in May 1983: This report presents the results of a seismological investigation.
o "Geologic Aspects of Tunneling in the Los Angeles Area't (USGS
Map No. MF866, 1977), prepared by the U.S. Geological Survey in
cooperation with the U.S. Department of Transportation. This publication includes a compilation of boring data in the general vicinity of the proposed Metro Rail Project.
o "Rapid Transit System Backbone Route," Volume IV, Book 1, 2 and
3, prepared by Kaiser Engineers, June, 1962 for the Los Angeles Metropolitan Transit Authority. This report presents the re-
suits of a Test Boring Program for the Wilshire Corridor and logs
of borings.
a "Report of Supplementary Alignment Rotary Borings, Metro Rail Project, Contract No. 2256-2," prepared by Converse Consultants,
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Inc., submitted to SCRID in September 1983. This report pre-
sents the soil, rock, and groundwater conditions encountered in
10 supplementary rotary wash borings drilled along the Metro Rail Project alignment. Results of laboratory tests performed on selected soil and rock samples are also summarized in the
report.
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a "Report of Man-Size Auger Boring, Metro Rail Project, Contract No. 2256-2," prepared by Converse Consultants, Inc., submitted to SCRTD in August 1983. This report presents the soil, rock,
oil/gas, groundwater, and other subsurface conditions encoun-
tered in 10 large-diameter or man-sized auger holes drilled at
various locations along the Metro Rail Project alignment. Re- suits of water quality analyses are also presented.
Pertinent data from these reports have been incorporated in this report.
The design concepts discussed in this geotechnical report are based on the "General Plans, CBD to North Hollywood, Contract No. A425, Universal City Station," Sheets 1 to 14 of 20, dated July 1983, and "Report for the
Development of Milestone 10: Fixed Facilities," dated September 1983 and revised plans A-63 through A-66. These documents were prepared by SCRTD.
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Section 3.0
Site and Project Description
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3.0 SITE AND PROJECT DESCRIPTION
3.1 SITE DESCRIPTION
The proposed Universal City Station, as shown on Drawings Nos. 2 and 3, is
aligned southwest to northeast. It will be located off-street in an area
bounded by Lankershim Boulevard on the east, Universal Place on the south,
and Bluffside Drive on the west and north. The ground surface elevation
varies across the site and is at approximately Elevation 579 on the south
end and Elevation 573 on the north end of the Station site.
MCA Headquarters and Universal Studios are located immediately to the
east. Areas to the west are either residential or parkiand. Within the Station site is the Campo de Cahuenga--a historical landmark park. The Hewlett Packard Company, which currently occupies a facility in the Sta-
tion area, is relocating to new facilities in the near future. A 36-story,
700,000-square foot office building, which will be the headquarters for
the Getty Oil Corporation, is under construction on the east side of
Lankershim adjacent to the Hollywood Freeway. Except for the Campo de
Cahuenga, the existing structures at the Station site will be demolished.
3.2 PROPOSED STATION STRUCTURE
One entrance is planned for this station and will be oriented toward
Lankershim Boulevard. It will serve both parking area and pedestrian arrivals and will lead to a single mezzanine located in the center of the
station. Ancillary space will be provided at each end of the Station with
a traction power substation located below grade over the ancillary space at
the south end of the Station.
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The proposed main Station area will consist of a reinforced concrete struc-
ture about 560 feet long arid 60 feet wide (outside wall dimensions). The
ground surface varies from Elevation 579 feet at the south end of the
Station to Elevation 573 feet at the north end. The top of rail varies between about Elevation 504 and 503 feet. The depths of excavation for the Station structure will range from 84 feet below the existing ground surface at the south end to a depth of 80 feet at the north end. After the Station is constructed, between 10 and 35 feet of fill will be placed above the
Station box structure.
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Section 4.0
Field Exploration and Laboratory Testing
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4.0 FIELD EXPLORATION AND LABORATORY TESTING
4.1 GENERAL
The information presented in this report is based primarily upon field and laboratory investigations carried out in 1981 and 1983. This information was derived from field reconnaissance, borings, geologic reports and maps, groundwater measurements, field geophysical surveys, groundwater quality tests, and laboratory tests on soil and rock samples.
4.2 BORINGS
A total of 10 exploratory boreholes have been drilled at or in relatively close proximity to, the proposed Station structure of Design Unit A425. Of the 10 borings, 9 are rotary wash type borings and 1 is a large-diameter or "man-size" auger hole. One rotary-wash boring was drilled as part of the 1981 geotechnical investigation, 3 supplementary borings were drilled in
January 1983, and 5 borings were drilled for this investigation during October and November of 1983. The large-diameter borehole was also drilled in January 1983.
Locations of all the borings used in the interpretation of the subsurface conditions present at the proposed Universal City Station site are shown in
Drawings 2 and 4. A detailed description of the field procedures employed in logging the boreholes as well as the edited field logs of all the borings are included in Appendix A.
Groundwater observation wells (piezometers) were installed in 5 of the borings drilled at or near the Station site. Free water was also observed in the large-diameter borehole. A summary of the groundwater levels mea- sured in the piezometers installed at or near the site, in addition to those observed in the large-diameter borehole, is presented in Section 5.4.
4.3 GEOPHYSICAL MEASUREMENTS
Downhole and crosshole compression and shear wave velocity surveys were made in Borehole CEG-34 during the 1981 geotechnical investigation. This boring is about 1300 feet northwest of the proposed Universal City Station site.
The downhole survey was conducted down to a depth of about 200 feet and the crosshole survey was performed in a borehole array down to a depth of about 100 feet. The results of the downhole and crosshole surveys are summarized in Appendix B in addition to a discussion of the procedures employed in the field to perform these surveys.
4.4 OIL AND GAS ANALYSES
No strong natural gas odors were detected during the drilling and logging of the borings located at or near the Station site. A sulfur odor was
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noted at a depth of 48 feet in Boring 34-5. Oil slicks appeared on the drilling fluid during the drilling and logging of Borings 34-3, 34-4, 34-5, and 34A. The appearance of this oil suggests that the bedrock is probably slightly petroliferous at or in the vicinity of the Station site.
Some organic type odors were detected in the large-diameter borehole and several of the rotary-wash borings. However, these odors have been attrib- uted to the decay of roots and wood fragments in the Alluvial soils (see Appendix A and Section 5.5).
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4.5 WATER QUALITY ANALYSES
Chemical analyses have not been performed on any water samples obtained from the site. Water samples obtained from two boreholes located about 2000 and 3000 feet from the Universal City Station site were tested during the 1981 geotechnical investigation. Results of these tests are reported in Section 5.4 and Appendix D..
4.6 GEOTECHNICAL LABORATORY TESTING
A laboratory testing program was performed on representative soil and rock samples. These consisted of classification tests, consolidation tests, triaxial compression tests, unconfined compression tests, direct shear tests, and permeability tests.
Appendix E summarizes the testing procedures and presents the detailed results from the testing program performed as part of this investigation. Appendix E also presents, in summary form, the results of the 1981 labora- tory testing program.
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Section 5.0
Subsurface Conditions
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5.0 SUBSURFACE CONDITIONS
5.1 GENERAL
The geologic sequence in the site area consists of Alluvium (A) and bedrock
of the Topanga Formation (Tt). The geologic units include:
o Alluvium (A): These deposits are of Holocene age and are largely Los Angeles River channel deposits. The fine-grained alluvium overlies a fairly continuous layer of coarse-grained alluvium at
the site. Locally, this unit contains large boulders; however,
boulders were not encountered in the boreholes drilled at the
Station site.
o Topanga Formation (Ttl: The bedrock underlying the Station area
is of Middle Miocene age and consists of interbedded claystone, clayey siltstone, and sandstone with some lenses of sand and
silty sand. Claystone predominates this unit at the Station site.
Drawing No. 2 shows a generalized subsurface cross-section through the
proposed Universal City Station. Drawing No. 4 shows a more detailed
subsurface profile through the site. The subsurface profile at the Station
site consists of a thin pavement section which overlies generally fine-
grained Alluvium that extends to depths of about 43 to 58 feet. Beneath
the fine-grained Alluvium lies a relatively continuous layer of coarser- . grained Alluvium which varies in thickness from about 2 to 16 feet. Under-
lying the coarse-grained Alluvium is the Topanga Formation bedrock. The
bedrock surface at the Station site is relatively flat over the southern
half of the site and is at about Elevation 512 (refer to Drawing No. 4).
From Boring 34-3 to Boring 34-4, the bedrock surface drops about 5 feet in
elevation and then rises about 15 feet from Boring 34-4 to Boring 34-5.
The bedrock surface at Boring 34-5 is at about Elevation 523.
5.2 SUBSOILS
As discussed in Section 4.2, the subsurface conditions at the Station site
were investigated by drilling a total of 5 rotary-wash borings during the
course of this investigation. In addition to these borings, three rotary-
wash borings and one large-diameter. or man-sized boring were drilled in
relatively close proximity to the Station site during previous investiga-
tions (see Appendix A).
Specific descriptions of the soils encountered in the borings drilled at
the site include:
o Fine-Grained Alluvium: The fine-grained Alluvium at the site
consists of alternating layers and lenses of sandy and silty
clays, clayey and sandy silts, and clayey sands. SPT blow count
measurements taken in these soils situated near or below the
level of the groundwater at the site range from 1 to 27 blows per foot and are typically between 10 and 20 blows per foot. These
measurements and results of laboratory tests indicate that these
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soils range from very soft to stiff and very loose to medium
dense below the groundwater level but are generally firm to
stiff and medium dense. Above the water table, these soils have SPI blow counts between 9 and 43 blows per foot with average
values in the range of 20 to 25 blows per foot. These SPT data
indicate that these shallower soils are stiff to very stiff and
medium dense to dense.
o Coarse-Grained Alluvium: Within this generally coarse-grained
unit, the materials were predominantly silty fine to coarse
sands and gravelly sands. Some of these deposits contain cob-
bles reported to be up to 6 inches in size. Borings drilled in
close proximity to the Station site also encountered sandy
gravels. These materials generally overlie the bedrock; how-
ever, relatively thin, discontinuous layers of silty and poorly
graded sand were also found to be present within the fine-
grained Alluvium. Results of Standard Penetration Tests (SPT)
in these soils range from 11 to over 100 blows per foot with
typical values between 20 to 50 blows per foot. These measure-
ments indicate that these soils are generally medium dense to
dense.
During the drilling of the rotary wash borings at the Station site, some
difficulty was experienced in the sampling of some of the fine-grained
Alluvium. As noted in the description of this material type, the SPT blow
counts measured in some of the soils situated below the water table were
S exceptionally low and, in a few cases, the SPT sampler was advanced in the
hole by the weight of the drill rod and/or the weight of the hammer.
Sample recovery of these soils was also sometimes poor since the soil
samples tended to "pull out" of the sampler.
Some difficulty was also experienced during the drilling of Boring 34-5.
Caving of this hole was noted by the geologist at a depth of about 38 feet.
During installation of the piezometer in this hole, the geologist indi-
cated that the pea gravel placed around the PVC piezometer pipe either
bridged in the hole or the hole caved in.
The behavior described above, as well as the results of laboratory tests,
indicate that very soft and/or or loose layers, lenses, and/or pockets of
clayey and sandy materials are present within the fine-grained Alluvium
close to or below the groundwater table.
One large-diameter borehole (Boring 34C) was drilled near this Station
site. This boring was drilled in Weddington Park on Valleyheart Drive,
about 140 feet from the intersection of Bluffside Drive and Valleyheart
Drive (see Drawing No. 2 for location of Boring 34C). This boring is
located about 700 feet from the northern end of the Universal City Station
structure. The ground surface at the location of Boring 34C is at approxi-
mately Elevation 552, which is about 21 feet lower than the ground surface
elevation at the north end of the Station site. The purpose of this boring
was to determine water levels and depths of alluvium above bedrock.
Artificial fill was encountered in Boring 34C from the ground surface to a
depth of 10.5 feet and consisted of loose to medium dense silty sand and
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sandy silt that contained a significant amount of concrete and asphalt
rubble. The artificial fill was subject to caving and ravelling.
Between the depths 10.5 and 26 feet in Boring 34C, Alluvium consisting of
sand and silty sand with 15 to 25 percent round cobbles was encountered.
It began to cave excessively at a depth of 21 feet, where groundwater was
encountered. Upon reaching a depth of 26 feet, the hole caved back to 21
feet. Bedrock was not encountered during the drilling of this hole.
5.3 BEDROCK
All the borings drilled at the location of the proposed Station structure
(i.e., Borings 34-1 through 34-5) penetrated the Topanga Formation bedrock underlying the Alluvium. At all of the locations, the bedrock consisted of
interbedded claystone and sandstone with thin lenses of sand and/or silty
sand. The claystone which predominates the bedrock at the site was found
to be little weathered to fresh and moderately fractured to massive. The
claystone was generally friable to moderately hard and friable to moder-
ately strong; however, some hard and strong well-cemented zones were re-
ported by the geologist logging the holes. Slickensides, thin coal seams,
and steep bedding were also reported within the claystone. Where observed
during the logging of the hole, the dip of the bedding planes of the rock
at the Station site varied from 70 to 75 degrees. However, the dip of the
bedding planes observed in some of the samples tested in the laboratory
were less than 10 degrees. Borings drilled in close proximity to the
Station also indicated the dip of the bedding planes to be in the range of
10 to 20 degrees. This variation in the dip of the bedding planes is
characteristic of folded sedimentary rocks. Strike of the bedding could
not be determined from the samples of the bedrock but is believed to be in
a generally east-west direction. However, the bedding exposed in 1983 in
the new Getty Headquarters Building foundation, 300 feet south of the
Station site, had an average strike of N35W, and a 60-degree dip to the
northeast.
The sandstone which is interbedded with the claystone is thinly to thickly
bedded (typically between 1/16 inch to about 1 foot), little weathered to
fresh, and weak to well cemented. Hardness and strength varied throughout
the depth of the boreholes but was typically friable to moderately hard,
and friable to moderately strong.
South of the Station site, the bedrock encountered in Boring 34A consisted
primarily of sandstone which was found to be little weathered to fresh,
friable to weak in strength, friable to moderate hardness, and weakly to
well cemented. Clayey siltstone beds up to about 2 feet thick were encoun-
tered in the sandstone at the location of this borehole. Siltstone and
clayey siltstone were also encountered in Boring 34B.
5.4 GROUNDWATER
. The proposed Universal Station site lies within the San Fernando Valley
basin. The Los Angeles River flows in a concrete-lined channel and is
located about 1100 feet north of the Station site. Groundwater occurs at
5-3 CCI!ESA/GRC
relatively shallow depths in the Alluvium, and a map showing groundwater contours for the San Fernando Valley basin (Los Angeles Flood Control District, 1974; see Figure 4-13 of the 1981 geotechnical report) indicates that regional groundwater flow occurs towards the Los Angeles River.
Table 5-1 presents groundwater levels and fluctuations measured in the
piezometers installed at the Station site (i.e., Borings 34-3 and 34-4),
and other borings located in relatively close proximity to the proposed Station (refer to Drawings No. 2 and 3). The water level observed during the drilling and logging of the large-diameter borehole (Boring 34C) is
also listed. The groundwater elevations summarized in Table 5-1 are in
reasonable agreement with the reported direction of the regional ground- water flow.
Our interpretation of the groundwater levels measured at the Universal
City Station site and vicinity are shown in Drawings Nos. 2 and 4. The groundwater elevations at the south and north sides of the Station are
about 562 feet and 550 feet, respectively. The groundwater level at the south end of the Station is about 67 feet above the bottom of the Station excavation, which is at Elevation 495. At the north end, the water level
is about 57 feet above the bottom of the excavation, which is at Elevation 493.
From the piezometer installed in Boring 34-5, at the north end of the
Station, to the one installed in Boring 340 located about 500 feet north of the Station site, the March 1984 groundwater levels appear to drop about 12 . feet to Elevation 539. Proceeding to the north, the water level measured in Boring 34C during the time of drilling was at Elevation 531. This
elevation roughly corresponds to the bottom of the Los Angeles River chan- nel.
Chemical analyses have not been performed on any groundwater samples ob-
tained from the Universal City Station site. During the 1981 geotechnical
investigation, a total of three water samples taken from Boreholes CEG-33 and CEG-35 were subjected to chemical analyses. Boring CEG-33 is located about 2000 feet southeast of the proposed Station site while Boring CEG-35 is located about 3000 feet northwest of the Station site. Results of the chemical analyses performed during the 1981 investigation are summarized in Appendix C.
Two water samples were taken from Boring CEG-33 at relatively shallow depths (i.e., at depths less than 25 feet) on February 11, 1981. The chemical analyses of these two water samples indicate that the groundwater is of poor quality. Total Dissolved Solids (TDS) of both samples were in
excess of 1000 PPM. For comparison, the U.S. Environmental Protection Agency TDS standard for potable domestic drinking water is 500 PPM. Sul-
fate contents of the samples were 693 and 538 PPM. A sulfate content above 150 PPM is generally regarded to be deleterious to concrete lining, requir- ing sulfate-tolerant concrete.
One water sample was taken from Boring CEG-35 at a depth of 95 feet on
February 12, 1981. The TDS of this sample was 2605 PPM and was attributed to a high sodium chloride content of 2218 PPM. The high level of sodium chloride attests to the high mineralization of the groundwater in the San
5-4 CCl/ESAIGRC
.
.
Table 5-1
GROUNDWATER OBSERVATION WELL DATA
Groundwater Elevationa (feet) Boring Initial (Date) 4/81 1/83-2/83 12/83 2/84 3/84
CEG_34C 559 (12/8/80) 555 -- -- -- --
34A 568 (2/14/83) 568b
570 569 569
34B 553 (2/11/83) 553b
550 550 --
34CC 531 (1/25/83) 531b
34D 534 (2/10/83) 534b
531 -- 539
34-3 -- -- -- 560 558 558
34-5 -- -- -- 550 551 551
aElevations rounded to the nearest foot.
bInitial reading recorded at time of drilling or within a few days
after drilling.
CNO piezometer installed in this borehole but water was encountered during drilling and logging.
55 CCIIESAIGRC
Fernando Valley basin since the high sodium chloride content cannot be
attributed to other sources such as oil field brines.
5.5 OIL AND GAS
No strong natural gas odors were detected during the drilling and logging
of the borings located in the vicinity of the Station site. A sulfur odor
was noted by the geologist in the log of Boring 34-5 at a depth of about 48
feet. Some organic-type odors were also detected during the drilling of
the large-diameter borehole, 34C, and several of the rotary-wash borings
drilled at the site. However, these odors have been attributed to the
decay of roots and wood fragment in the Alluvial soils.
An oil slick appeared in the drilling mud during the drilling of Borings
34-3, 34-4, 34-5, and 34A (see Drawing No. 2 for location of these bor-
ings). The oil slicks mentioned in the logs of 34-3, 34-4, and 34-5 first
appeared at depths of about 71, 87, and 96 feet, respectively. The bedrock
at the locations of these three holes consisted of interbedded claystone
and sandstone. The oil was first noted at a depth of 113 feet in Boring
34A, approximately 63 feet beneath the contact between the Alluvium and
weathered bedrock. The bedrock at the location of this boring was sand-
stone with interbedded siltstone. The appearance of this oil suggests that
the bedrock is probably slightly petroliferous at and in the vicinity of
the Station site.
5.6 FAULTS
The proposed Universal City Station is located north of the projected,
concealed trace of the Benedict Canyon fault. The Benedict Canyon fault is
not known to be active or potentially active. The location of the fault is
based on topographic expression on the north flank of the Santa Monica
Mountains and confirmed by additional subsurface data obtained during the
course of the 1981 geotechnical investigation. Based on exposures of the
bedrock in the general vicinity of the Station site, together with previous
construction experience in the same geologic formation in close proximity
to the Station site, faults encountered during excavation at the Station
site should not present any major problems.
A more detailed description and additional information regarding the Bene-
dict Canyon fault are contained in the 1981 geotechnical investigation
report (Volume 1, Section 4.4.2, and Volume 2, Appendix D).
5.7 ENGINEERING PROPERTIES OF SUBSURFACE MATERIALS
5.7.1 General
For purposes of our engineering evaluations, we have grouped the subsur-
face materials encountered at the Universal City Station site into general
subsurface units. The main subsurface units affecting design include
fine-grained and coarse-.grained Alluvium (A), and the lopanga Formation
bedrock This section includes descriptions of each subsurface unit
5-6 CCIIESAIGRC
and presents engineering parameters used in our analyses (see Table 5-2). These parameters are based on field and laboratory test results, published data, and engineering judgment.
5.7.2 Fine-Grained Alluvium
This alluvial unit consists of interbedded silty and sandy clays, clayey
and sandy silts, and clayey sands with lenses, layers, and pockets of silty
sand and sand. Above the water table, these soils are generally stiff and medium dense to dense. However, close to and below the groundwater table,
these soils may be soft to firm and loose to medium dense.
For these materials, both drained (effective) and undrained (total)
strength parameters have been developed primarily from the results of
triaxial compression tests. The recommended strength parameters given in
Table 5-2 have been developed from the results of tests performed on
samples obtained from the Station site, although a limited number of strength test results for similar materials, obtained from other boreholes located in other design units, were used in the development of both sets of
strength parameters.
Young's Modulus or initial tangent modulus values for these materials were developed using results of triaxial compression tests performed as part of
this investigation and checked for consistency with tests performed on
similar material types from other design units. Modulus values were found
to be a function of the mean confining pressure at the end of the consoli- dation process.
Permeability tests performed on triaxial test samples of fine-grained Al-
luvium obtained from the Station site arid other design urits indiate that these soils have permeabilities ranging from about 1O to 10 cm/sec.
However, since the soils were found to be interbedded and lenticular,
slightly higher permeabilities are recommended for design calculations.
5.7.3 Coarse-Grained Alluvium
This alluvial unit consists primarily of silty fine to coarse sands, grav- elly sands, and poorly graded sands which are generally medium dense to dense. The strength parameters listed in Table 5-2 were developed from the results of a limited number of triaxial compression tests performed on soil samples obtained from the Station site and tests performed on similar soil
types from other design units. Drained (effective) strength parameters are considered appropriate for static design.
As in the case of the fine-grained Alluvium, the Young's Modulus or initial
tangent modulus was found to be a function of the mean confining pressure
at the end of consolidation. These materials have modulus values which are
greater than those obtained for the fine-grained Alluvium.
Permeability tests performed on a limited number of triaxial test speci-
mens of silty sand durin94this and he 1981 investigation yield permeabili-
ties varying between 10 and 10 cm/sec. However, realizing the fact
that permeabilities that were measured during testing are more appropriate for vertical seepage versus horizontal seepage, and since the soils that
5.7 CCUESAIGRC
Table 5-2
MATERIAL PROPERTIES SELECTED FOR DESIGN
Coarse-
Fine-Grained Grained Topanga
Material Property Alluvium Alluvium Formation
Moist Density Above 125 125 130
Groundwater (pcf)
Saturated Density (pcf) 130 130 130
Effective Stress Strength
0' (degrees) 33 38 28
c' (psf) 0 0 0
Total Stress Strengtha
(degrees) 20a
-- 12
c (psf) 0 -- 1200
Unconfined Compressive 3000f
Strength (psf) 1500
Permeability (cm/sec) 1O4 to 1O7 101 to 101 () io6 to
io to io
Initial Tangent Modulus, 300 b
500 b
2 x i06
E (psf) v V
Poisson's Ratio 0.40 0.35 0.40
aThe total stress parameters should be used to determine the increase in
undrained strength with depth for use in undrained strength analyses
where 0 0 degrees. b1
is the effective overburden pressure (psf) equal to effective density
ties overburden depth. Moist density should be used to determine a'
above the water table and submerged density (saturated density minu
water density) should be used for the effective density of soils below the
water table.
cRange of permeabilities for poorly graded and silty fine sands.
dRange of permeabilities for sandy and/or silty gravels and coarse sands.
evalues represent lower bound unconfined strength for these materials.
Samples of alluvium tested were generally sandy clays and clayey sands of
low plasticity and containing in some cases lenses and seams of sand.
Topanga Formation samples were generally brittle and tended to fail along
slickensides, bedding plane, and sand lenses
Higher strength value is applicable to fine-grained Alluvium within 10
feet of the ground surface. Lower strength value appropriate below a
depth of approximately 10 feet.
9Unconfjned strength is an average value for claystone/sandstone of
Topanga Formation. Laboratory test results range from 1200 psf to 16,700
psf.
5-8 CCIIESA1GRC
were encountered at the site are rather variable, permeability values
which are somewhat higher than those reported in the laboratory test re-
sults are recommended for design. It should be noted that sandy and/or
silty gravels, some containing cobbles, have been encountered near the
Station site. Soil samples of these materials were not tested in the
laboratory during this investigation. However, a pump test was performed
about 750 feet west of the Station site in April 1983 (see Drawing No. 2,
Pump Test Well PT-2). The materials that were selected for aquifer testing
consisted of a bed of clean sand and gravel and fine sand. It is our
judgment that these soils have hydraulic characteristics which are similar
to those of the sands and gravels which directly overlie the bedrock at the
Universal City Station site. The general hydraulic characteristics deter-
mined on the basis of the pump test results are as follows:
o Transmissivity: About 19,000 gpd/ft (average).
o Storage Coefficient: Computed values vary between 0.008 to
0.059 because of the short duration of the test. It should be
noted that as these deposits are dewatered, a specific yield
value that is considerably greater than the computed value of
storativity will apply.
o Boundaries: A boundary was observed during one of the two pump
tests conducted at the location of PT-2. The distance to the
observed boundary could have been computed; however, it would
not be applicable to the Universal City Station excavation.
o Saturated Thickness: Ranges between 12 and 15 feet.
o Aveage Formation Permeability: Computed to be about -9.0 x
10 cm/sec (average). However, individual layers may have
widely varying permeabilities.
A description of the general procedures and the results of the pump
test are presented in Appendix C.
5.7.4 Topanqa Formation Bedrock
For engineering purposes, the Topanga Formation bedrock consisting of
interbedded claystone and sandstone was considered to be a very stiff to
hard fine-grained soil. Due to the clayey nature of the bedrock materials
and the possibility of various loading conditions, both drained (effec-
tive) and undrained (total) strength parameters were considered in devel-
oping design recommendations. Strength parameters presented in Table 5-2
were based on interpretation of triaxial, unconfined compression, and di-
rect shear tests, as well as engineering judgment.
The unconfined compressive strength listed in Table 5-2 for the Topanga
Formation bedrock represents a reasonably conservative (i.e., low) esti-
mate for the intact rock at the Universal City Station site. The testing
of the samples of the rock was, in many cases, difficult since samples did
not extrude easily from the sampling tubes (or rings). In addition, many
of the samples contained lenses of weakly cemented siltstone (silt) or
sandstone (sand), thus making them unsuitable for testing. For these
5-9 CCI!ESAJGRC
reasons, only three out of a total of eight samples scheduled for uncon-
fined testing were tested during the course of this investigation. Conse-
quently, the unconfined strength given in Table 5-2 is largely based on
laboratory tests which were performed as part of a supplementary geotech- nical investigation conducted in early to mid 1983 by Converse Consultants
(CCI, 1983). Unconfined strengths from the supplementary study range
between 1,200 and 16,700 psf (see Appendix E).
I
I
Bedrock elastic properties were selected based on consideration of field
performance data and laboratory test data, and published information com-
bined with engineering judgment. For this study, the bedrock was consid-
ered to have no significant modulus increase within the range of depths
affected by the proposed Station.
5-10 CCIIESAJGRC
Section 6.0
Geotechnical Evaluations and Design Criteria
CCIIESA!GRC
6.0 GEOTECHNICAL EVALUATIONS AND DESIGN CRITERIA
6.1 GENERAL
Geotechnical design criteria for design and construction of the Universal City Station are provided in this section of the report. To the extent practical, the criteria have been generalized to consider various poten- tial design and construction concepts. As the design is finalized and
specific details are formulated, these geotechnical criteria may be sub-
ject to some revision.
The excavation for the Station will be through alluvial deposits which consist of fine-grained and coarse-grained alluvium. These alluvial de-
posits are underlain by bedrock of the Topanga Formation which consists of interbedded claystorie and sandstone (see Drawing No. 2). A detailed de-
scription of the materials comprising these units has been presented in
Section 5.0. As shown in Table 6-1, the depth of the excavation at the Station will range from 84 feet (Elevation 495) at the south end of the Station to 80 feet (Elevation 493) at the north end. The measured ground- water table is at a depth of 16 feet below the ground surface at the south end of the Station, and at a depth of 23 feet at the north end. The permanent structure will in essence be a concrete box bearing on the Topanga Formation and retaining Topanga Formation and alluvial deposits.
The primary geotechnical considerations at the Station site include:
o Construction dewatering and subsidence considerations.
o Selection, design, and construction of the temporary shoring system.
o Establishing magnitude and distribution of soil and water pres- sures acting on the permanent structures, and designing for these loads.
o Evaluating potential for earthquake-induced liquefaction and strength loss within zones of the alluvial deposits.
6.2 EXCAVATION DEWATERING
6.2.1 General
Based on an excavation bottom at about Elevation 494, the proposed excava- tion will extend some 57 to 67 feet below the measured groundwater levels at the site. Of this total depth, 27 to 51 feet will consist of saturated alluvial deposits which will require construction dewatering to complete the excavation. The bottom of the excavation will be within the Topanga Formation, which appears to be quite impermeable. However, the alluvial
sands overlying the Topanga Formation are quite permeable and could result in significant water inflows into the excavation. Dewatering of this sandy zone will be required to prevent the possible development of high hydro- static uplift pressures within this zone which could lead to a "blow out" as the excavation progresses downward.
6-1 CCUESAIGRC
.
.
S
Table 6-1
SUMMARY OF EXCAVATION AND GROUNDWATER DEPTHS AND ELEVATIONS DESIGN UNIT A425--UNIVERSAL STATION
Elevation (feet) Depth (feet)
Top Measured Ground of Bottom of Water Depth to Depth of
Surface Rail Excavation Level Groundwater Excavation
South End 579 504 495 562 16 84 of Station
North End 573 503 493 550 23 80
of Station
* All elevations and depths rounded to nearest foot.
6-2 CCIIESAIGRC
It is our opinion that there are two basic methods for the control of groundwater during construction at the Station site:
Method I: Draw down the groundwater within the subsoils sur- rounding the site, including the clayey sands and silty sands within the fine-grained alluvium, and the
coarse-grained alluvium directly overlying the To-
panga Formation.
Method II: Provide a groundwater barrier or cut-off which pene- trates the Topanga Formation thereby requiring dewa- tering only within the boundaries of the Station exca- vation.
If the Station site is dewatered using Method I, our evaluation indicates that significant dewatering-related subsidence will likely occur within a
few months over an area extending several hundred feet around the excava- tion. However, differential settlements due to dewatering subsidence are not expected to cause structural distress to adjacent structures, assuming that conditions do not differ significantly from those at the Station.
Method II could be accomplished using a tight shoring system such as slurry wall construction which penetrates into the bedrock. The advantage of this method is that dewatering operations are greatly reduced and the risk of subsidence due to dewatering is essentially eliminated.
. As previously indicated, the dewatering system must relieve the hydro- static pressures within the alluvial sands overlying bedrock to prevent basal heave or "blow-out" of the excavation. Groundwater inflow to the dewatering system will, therefore, be primarily from the permeable coarse- grained alluvial sands. Drawdown within these sands will probably occur within a few weeks; however, complete drawdown within the overlying fine- grained alluvium may require a few months. The shape of the drawdown surface is expected to be characteristic of the more permeable sands than the fine-grained alluvium. A relatively flat drawdown surface is expected which may extend about 500 feet beyond the excavation. Geologic discontin- uities, i.e., major variations in the deposits could cause variations in
the phreatic surface especiafly during the early stages of dewatering.
6.2.2 Possible Dewatering System
Local practice in the site vicinity generally has been to use conventional deep well dewatering systems without apparent unfavorable subsidence ef- fects. Considering this, it is our opinion that a deep well system could be used for site dewatering. A possible dewatering system might consist of the following:
o Deep wells placed around the perimeter of the excavations pene-
trating the lower alluvial sands to bedrock.
6-3 CCl/ESA!GRC
o Use of secondary wells or weilpoints in certain localized areas
within the excavation to dewater sandy layers encountered within the fine-grained alluvium; spaced more closely than the deep
wells and pumping only from the upper fine-grained alluvium de-
posits.
o Supplementary ditch drains and sump pumps within the excavation.
6.2.3 Criteria for Dewatering Systems
It is understood that the contractor will be responsible for designing,
installing, and operating a suitable construction dewatering system sub-
ject to review and acceptance by the Metro Rail Construction Manager.
Irrespective of the method used to dewater the excavation, the contractor
should satisfy the following criteria, as applicable:
o The dewatering system should be installed and in operation for a
sufficient period prior to and during excavation to adequately drawdown the groundwater table.
o The system should maintain the groundwater levels low enough to
prevent piping of the alluvial soils into the excavation. In-
flow quantities should be reduced to levels which can be handled
by a drain/sump system and allow excavation and construction to
proceed.
The dewatering system should maintain water levels low enough to
assure the stability of the bottom of the excavation against a
"blow out" failure at all times during construction.
.
o The contractor should be responsible for disposing of the de-
watering discharge. He should be made aware of the potential
environmental problems; i.e., odors from dissolved gases. The
contractor should be made responsible for resolving such poten-
tial problems and satisfying applicable codes and ordinances.
o Wells must be designed and developed to eliminate loss of ground
from piping of soils from around the wells. The well operations should be constantly monitored for evidence of piping.
o The system should be capable of continuous operation. Emergency power and backup pumps should be required to ensure continual excavation dewatering.
6.2.4 Induced Subsidence
Up to 50 vertical feet of saturated alluvial deposits are expected to be
affected by dewatering operations during construction. Potential settle-
ments due to dewatering were calculated based on the assumption that the
subsurface conditions within a few hundred feet of the site were similar to
6-4 CCIIESA/GRC
S
.
those encountered in the borings. These calculations indicate that total
surface settlement would be about 3 inches for up to 50 feet of drawdown
and 1 inch for up to 20 feet of drawdown. Settlement of this magnitude
could damage nearby structures but total subsidence would require several
weeks to months to occur due to the low permeability of the firie-grained
alluvium. Local dewatering contractors indicate that significant dewater-
ing subsidence does not occur during construction, but unless this can be
verified by documented case histories or a site specific pumping test it
should be assumed that significant settlement could occur over the long
term. Some of the settlement caused by dewatering would rebound after
dewatering is terminated and water levels reach equilibrium.
6.3 UNDERPINNING
6.3.1 General
The need to underpin and the appropriate type of underpinning for specific
buildings located adjacent to a proposed excavation depends on many fac-
tors. Some of the most important factors are soil and groundwater condi-
tions, depth of excavation, type of structure and proximity to the excava- tion, type of shoring, and consequences of potential ground movements.
Figure 6-1 presents guidelines for assessing when underpinning needs to be considered. Based on this figure, and the fact that most of the structures in the immediate vicinity of the Station site will be demolished for
construction of new above-ground facilities, there does not appear to be a
need for underpinning at the Universal City Station site.
6.4 TEMPORARY SLOPED EXCAVATIONS AND SHORING SUPPORT SYSTEMS
6.4.1 General
The proposed excavation depths below the existing ground surface are tabu-
lated in Table 6-1. A temporary support system utilizing a conventional
shoring system with either tiebacks or internal bracing for lateral sup-
port is feasible at this site. Driven sheet piles are not considered
feasible at this site due to the presence of the dense alluvial gravelly
sands, which would make driving extremely difficult, if not impossible, in
these dense materials. We understand that the shoring system will be
chosen and designed by the contractor in accordance with specified cri-
teria and subject to the review and acceptance by the Metro Rail Construc-
tion Manager.
The discussion and design criteria presented in this section pertain to
soldier beam and lagging type shoring systems. Other shoring support
systems may also be appropriate and may be considered by the contractor.
6-5 CCIIESAIGRC
S
.
I'
C 0
0
> 0 0. 0.
4',7/
\\ 1 1
\ /-'.\ \ /-\ \ IB \ (A)
\\..../ \
\ ' \ \ \
\ \ \ \
Shored Excavation
Stable, Dewatered Subgrade
NOTES: 1.) These guidelines are applicable only for stiff or dense stable ground conditions. Olher soil and/or foundation conditions may require further analyses.
2.) For structure Foundations bearing in zones A, B, or C, the following guidelines are presented:
ZONE Special Provisions Required for Important Structures:
Underpinning or construction of conservative shoring
system (designed to support lateral loads from
building foundations with acceptably small ground
movements) must be considered.
ZONE General ly No Special Provisions Required:
Properly designed shoring system generally adequate
without underpinning unless underlain by poor soils
or adjacent to especially sensitive structures.
ZONE No Special Provisions
UNDERPINNING GUIDEUNES DESIGN UNIT A425 Project No.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No.
GeotechrtcaI Engineering Converse Consultants andApplledSdences
6.4.2 Sloped Excavations
Where it is practical and space permits, portions of the required excava- tion could be made with a sloped excavation, particularly the shallower cuts around the entry structures. Sloped excavations would significantly reduce the height of such temporary shoring. The use of sloped excavations at the site would depend on whether easements can be obtained to extend the limits of the excavation. Construction of a wide bench at the toe of the cut slope would probably be required to provide access to the shored excavation but would increase the volume of excavated soil.
The major factors which detemine the safe, stable slope include soil condi- tions, groundwater conditions, the weather (i.e., dry or heavy rain), construction procedures and scheduling, and others. Applicable govern- mental safety codes must also be complied with.
For evaluation of excavation alternatives, temporary slopes of 1.5H:1V may be assumed for the alluvium deposits above the groundwater table. These recommendations assume suitable site dewatering where necessary, no heavy loads at the top of the slope, slope protection, and some slope mainte- nance. In addition, these recommendations should not be construed by the contractor to be a guaranteed permissible slope since the actual safe slope will be a function of actual construction and field conditions.
6.4.3 Conventional Shorinci System
A soldier pile and lagging shoring system consisting of soldier piles installed in pre-drilled holes is a common method of shoring deep excava- tions in the Los Angeles area. Appendix F.1 summarizes several case studies in the Los Angeles area involving soldier pile excavations to
depths exceeding 100 feet.
S
To our knowledge there are no data on field measurements of actual lateral
soil pressures for shored excavations in the Los Angeles area, and there- fore the design pressures of Appendix F.1 have not been strictly verified by measurements during construction. However, the performance of shoring systems designed based on local practice has generally been good. There- fore, the local practice was considered in the development of our recom- mended design criteria.
Soldier piles have been installed in the Los Angeles area in soils similar to those encountered at the proposed Station site. Within the alluvium, particularly below the groundwater table, caving can be a problem. The contractor should recognize that caving conditions may be encountered in
construction of soldier piles or other drilled shaft elements such as
tiebacks.
The coarse-grairied alluvial soils will require support between soldier piles to eliminate loss of ground. Typically, wooden lagging is used although precast concrete or steel panels could also be used.
6-6 CCIIESA!GRC
6.4.4 Shoring Design Criteria
This section provides design criteria for a conventional shoring system
consisting of soldier piles and wooden lagging supported by tiebacks or
internal bracing. The soldier piles are assumed to consist of steel W or
H-sections installed in predrilled circular shafts. It is assumed that the
drilled shaft will be filled with structural concrete below the bottom of
the excavation and lean mix above the subgrade. Thus, for computing the
allowable vertical and lateral capacities, the piles are assumed to have
circular concrete sections.
Specific shoring design criteria include:
o Design Wall Pressure: Figures 6-2a and 6-2b present the recom-
mended lateral earth pressure on the temporary shoring walls.
Figure 6-2e also includes the case of partial sloped cuts. The
full loading diagram should be used to determine the design
loads on tieback anchors and the required depth of embedment of
the soldier piles. For computing design stresses in the soldier
piles, the computed values can be multiplied by 0.8. For sizing
lagging, the earth pressures can be reduced by a factor of 0.5.
o Depth of Pile Embedment: The embedment depth of the soldier pile
below the lowest anticipated excavation depth must be sufficient
to satisfy both the lateral and vertical capacities under static
and dynamic loading conditions.
The required depth of embedment to satisfy vertical loading
should be computed based on allowable vertical loads shown on
Figure 6-3. These values include both end bearing and shaft
friction within the bearing stratum. It should be noted that all
piles should penetrate at least 5 feet into the underlying To-
panga Formation bedrock.
The imposed lateral load on the pile should be computed based on
the earth pressure diagrams of Figure 6-2 minus the support from
tiebacks or internal bracing. The required depth of embedment to satisfy lateral loads should be computed based on the net
allowable passive resistance (total passive resistance of the
soldier pile minus the active earth pressure below the excava-
tion). Due to arching effects, it is recommended that the effec-
tive pile diameter be assumed equal to 1.5 pile diameters or half
of the pile spacing, whichever is less. Figure 6-4 indicates the
recommended method to compute net passive resistance.
o Pile Spacing and Lagging: The optimum pile spacing depends on
many factors including soil loads, member sizes, and costs. At
the Station site the alluvial soils consist of sandy and clayey
soils which may be subject to ravelling and sloughing. Thus, it
is recommended that the pile spacing be limited to about 8 feet,
and that continuous lagging be placed to minimize ravelling of
soils and loss of ground between soldier piles. The contractor
should limit the temporary exposed soil height to less than 3
6-7 CCl/ESAIGRC
.
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EARTH LOADING BRACED SHORING
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EARTH LOADING CANTILEVERED SHORING
H
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BUILDING SURCHARGE CONSTRUCTION SURCHARGE Existing Building
qf (pf) al 240 (psf) d
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LATERAL LOADS ON TEMPORARY SHORING (WITH DEWATERING)
DESIGN UNIT A425 ProjecNa.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No
4 Geotechnical Engineering Converse ConsultanS and Applied Sciences 6-2
C
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ALLOWABLE SINGLE PILE VERTICAL DOWNWARD CAPACITY. kips
cn inn iso 200 250
I I ___ - ______ ___ ___
NOTES: 1) Total capacity includes contributions from both shaft frictional resistance and end-bearing.
2) For seismk design, capacities may be increased by one-third.
3) Groundwater level at bottom of excavation. 4) All piles must penetrate at least 5 feet into the bedrock. 5) Applicable only for drilled shaft piles.
ALLOVJA3LE VERTICAL PftE CAPACITY IN TOPAGA FORMATION FOR SHORING
DESIGN UNIT A425 ProjectNo
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No
Geotechnical Engineering 6-3 Converse Consultants and Applied Sciences
S
. Li
0 Ca
U
a 0
a)
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Recommended Unit Pressures
a1 P =47 a2
P =250 p1
Where: P Allowable unit passive pressure
P = Unit active pressure a
NOTE: 1.) The site is assumed to be dewatered
2.) Available passive pressure = Total Passive Active
3.,) Available passive pressure can be assumed to act on 1.5 pile dameters or the pile spacing whichever is less.
4.) Active pressure shown is for evaluation of available passive pressure. Lateral shoring pressures are presented on Fig. 6-2
SOLDIER PILE PASSIVE RESISTANCE (TOPANGA FORMATION) DESIGN UNIT A425
ProectNo.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJ ECT
Converse Consultants rlyueI1o.
6-4
feet to control ravelling problems, especially below the ground- water level.
o Shoring/Tieback System Overall Stability: Stability calcula-
tions should be performed as part of the shoring design to verify that the shoring tieback system has an adequate factor of safety
against deep-seated failure.
6.4.5 Internal Bracing and Tiebacks
6.4.5.1 General: Tiebacks and/or internal bracing may both be suitable
to support the temporary shoring wall for the proposed excava-
tion. Tiebacks have the advantage of producing an open excava-
tion which can significantly simplify the excavation procedure
and construction of the permanent structure.
Based on available field data, there does not appear to be a
significant difference between the maximum ground movements of
properly designed and carefully constructed tieback walls or internally braced walls. However, there is a difference in the
distribution of the ground movements. Prestressing of both tie-
backs and struts is essential to confirm design capacities and
minimize ground movements.
6.4.5.2 Internal Bracing: The contractor should not be allowed to ex-
tend the excavation an excessive distance below the lowest strut
level prior to installing the next strut level. The maximum vertical distance depends on several specific details such as
the design of the wall and the allowable ground movement. These
details cannot be generalized. However, as a guideline, we
recommend a maximum allowable vertical distance of 12 feet be-
tween struts.
In addition, the contractor should not be allowed to extend the
excavation more than 3 feet below the designated support level
before placing the next level of struts. The contractor may be
allowed to excavate a trench within the excavation to facilitate construction operations provided the trench is not less than 15
feet horizontally from the shoring and does not extend more than
6 feet below the designated support level.
To remove slack and limit ground movement, the struts should be
preloaded. A preload equal to 50% of the design load is normally desirable. Stresses due to temperature variations shall be
taken into account in the design of the struts.
6.4.5.3 Tieback Anchors: There are numerous types of tieback anchors
available, including large diameter straight shaft friction
anchors, belled anchors, high pressure grouted anchors, high
pressure regroutable anchors, and others. Generally, in the Los
Angeles area, high capacity straight shaft or belled anchors
have been used where construction conditions are favorable.
6-8 CCl/ESAIGRC
Tieback anchor based on anchor mend that the anchors be comp
P = irDLq
where
capacity can be determined only in the field load tests. For estimating purposes, we recom- capacity of drilled straight shaft friction ted based on the following equation:
(anchor capacity)
P = allowable anchor design load in pounds D = anchor diameter in feet L = anchor length beyond no load zone in feet
q = allowable soil adhesion in psf.
The design adhesion value (q) can be taken equal to:
q = 20d < 500 psf , in fine-grained alluvium = 750 psf , in coarse-grained alluvium and bedrock
where:
d = average depth of the anchor in feet beyond the no-load zone; measured vertically from the ground surface.
Allowable anchor capacity/length relationships for tieback types other than straight shaft friction anchors such as high pressure grouted anchors and high pressure regroutable anchors must be
based on experience in the field and on the results of test anchors.
For design purposes, it should be assumed that the potential wedge of failure behind the shored excavation is determined by a
plane drawn at 35 degrees with the vertical through the bottom of the excavation. Only the frictional resistance developed beyond the no-load line should be assumed effective in resisting lat-
eral loads. Based on specific site conditions, the extent of the no-load zone may be locally decreased to avoid underground ob- structions.
The anchors may be installed at angles between 20 and 50 degrees below the horizontal. Based on specific site conditions, these limits could be expanded to avoid underground obstructions. Structural concrete should be placed in the lower portion of the anchor up to the limit of the no-load zone. Placement of the
anchor grout should be done by pumping the concrete through a
tremie or pipe extending to the bottom of the shaft. The anchor shaft between the no-load zone and the face of the shoring must be backfilled with a sand slurry or equivalent after concrete placement. Alternatively, special bond breakers can be applied to the strands or bars in the no-load zone and the entire shaft filled with concrete.
. For tieback anchor installations, the contractor should be re-
quired to use a method which will minimize loss of ground due to
6-9 CCIIESA/GRC
caving. Potential caving in the alluvium could be a problem particularly for anchors installed below the groundwater table.
Uncontrolled caving not only causes installation problems but could result in surface subsidence and settlement of overlying
buildings. To minimize caving, casing could be installed as the
hole is advanced but must be pulled as the concrete is poured.
Alternatively, the hole could be maintained full of slurry or a
hollow stem auger could be used.
It is recommended that each tieback anchor be test loaded to 150%
of the design load and then locked off at the design load. At
150% of the design load, the anchor deflection should not exceed
0.1 inches over a 15-minute period. In addition, 5% to 10% of
the anchors should be test-loaded to 200% of the design load and
then locked off at the design load. At 200% of design load the
anchor deflections should not exceed 0.15 inches over a 15-
minute period. The rate of deflection should consistently de-
crease during the test period. If the rate of deflection does
not decrease the test should not be considered satisfactory.
6.4.6 Anticipated Ground Movements
The ground movements associated with a shored excavation depend on many
factors including the contractors procedures and schedule, and, therefore,
the distribution and magnitude of ground movements are difficult to pre-
dict. Based on shoring performance data for documented excavation cases in . similar ground conditions, combined with our engineering judgment, we es- timate that the ground movements associated with a properly designed and
carefully constructed conventional wall shoring system, with either tie-
back anchors or internal bracing will be as follows:
o Wall With Tieback Anchors: The maximum horizontal wall deflec-
tion will equal about 0.1% to 0.2% of the excavation depth. The
maximum horizontal movement should occur near the top of the
wall and decrease with depth. The maximum vertical settlement
behind the wall should be equal to about 50% to 100% of the
maximum horizontal deflection and will probably occur at a dis-
tance behind the wall equal to about 25% to 50% of the excavation
depth.
o Wall With Internal Bracing: The maximum ground movement will be similar to those anticipated with tiebacks. However, the maxi-
mum horizontal movement will probably occur near the bottom of
the excavation decreasing to about 25% of the maximum at the
surface.
6.5 SUPPORT OF TEMPORARY DECKING
Temporary street decking will not be required at this Station site since
the proposed Station location is not situated on a main street, and since
all above-ground structures will be removed prior to construction.
6-10 CCIIESA!GRC
6.6 INSTRUMENTATION OF THE EXCAVATION
In our opinion the proposed excavation at the Station site should be
instrumented to reduce liability (by having documentation of performance),
to validate design and construction requirements, to identify problems
before they become critical, and to obtain data valuable for future de-
signs.
We recommend the following instrumentation program:
o Preconstruction Survey: A qualified civil engineer should com-
plete a visual and photographic log of all streets and struc-
tures adjacent to the site prior to construction. This will
minimize the risk associated with claims against the owner/con- tractor. If substantial cracks are noted in the existing struc-
tures, they should be measured and periodically remeasured dur-
ing the construction period.
o Surface Survey Control: It is recommended that several loca-
tions around the excavation and on any nearby structures be
surveyed prior to any construction activity and then periodi-
cally to monitor potential vertical and horizontal movement to
the nearest 0.01 feet. In addition, survey makers should be
placed at the top of piles spaced no more than every fourth pile
or 25 feet, whichever is less.
o Incliriometers: It is recommended that a limited number of in-
clinometers be installed prior to excavation and monitored around the Station's excavations. Inclinometers should be lo-
cated on each side of the excavation. The casing could be
installed within the soldier pile holes or in separate holes
immediately adjacent to the shoring wall. Baseline readings of
the inclinometers should be made a short time after installa-
tion. Subsequent readings should be made at regular intervals
of excavation progress.
o Heave Monitoring: The magnitude of the total ground heave
should be measured. This information will be valuable in deter-
mining the ground response to load change and as an indirect check on the magnitude of the predicted settlement of the Sta-
t ions' structures.
We recommend that heave gages be installed along the longitudi-
nal centerline of the excavation on about 200-foot centers. The
devices could consist of conical steel points, installed in a
borehole, and monitored with a probing rod that mates with the
top of the conical point. The borehole should be filled with a
thick colored slurry to maintain an open hole and allow for easy
hole location. The top of the points should be at least 2 feet
below the bottom of the final excavation to protect it from
equipment, yet allow for easy access should the hole collapse.
. The points should be installed and surveyed prior to starting
excavation. Once the excavation begins, readings should be
6-11 CCl/ESAIGRC
taken at about two-week intervals until the excavation is corn-
pleted and all heave has stopped.
o Convergence Measurements: We recommend the use of tape exten-
someters to measure the convergence between the points at oppo-
site faces of the excavation during various stages of excava- tion. These measurements provide inexpensive data to supplement
the inclinometer and survey information.
o Measurements of Strut Loads: If internal bracing is used, we
recommend that the loads on at least four struts at each support
level be monitored periodically during the construction period.
These measurements provide data on support loads and a forewarn-
ing of load reductions which would result in excessive ground
movements A means should be provided for measuring the strut
temperature.
o Frequency of Readings: An appropriate frequency of instrumenta-
tion readings depends on many factors including the construction progress, the results of the instrumentation readings (i.e., if
any unusual readings are obtained), costs, and other factors
which cannot be generalized. The devices should be installed
and initial readings should be taken as early as possible. Read-
ings should then be taken as frequently as necessary to deter-
mine the behavior being monitored. For ground movements this
should be no greater than one- to two-week intervals during the
major excavation phases of the work. Strut load measurements should be more frequent, possibly even daily, when significant
construction activity is occurring near the strut (such as exca-
vation, placement of another level of struts, etc.).
The frequency of the readings should be increased if unusual
behavior is observed.
In our opinion, it is important that the installation and measurement of
the instrumentation devices be under the direction and control of the
Engineer. Experience has shown when the instrumentation program has been
included in the bid package as a furnish and install item, the quality of
the work has often been inadequate such that the data are questionable.
The contractor can provide support to the Engineer in installing the in-
strumentation by defining Support Work (Contractor) and Specialist Work
(Engineer) in the bid documents.
6.7 EXCAVATION HEAVE AND SETTLEMENT OF STRUCTURES
The proposed excavation will substantially change the ground stresses be-
low and adjacent to the excavation. The proposed 80- to 84-foot excavation
at the Universal City Station will decrease the vertical ground stresses by
about 6600 to 7000 psf. These stress reductions will cause the soils below
the bottom of the excavations to rebound or heave. This response is not
due to the occurrence of any swelling type of soils, but simply the re- . sponse to stress unloading. In addition, even with a suitable shoring
system, shear stresses will develop, tending to cause the soils adjacent to
6-12 CCIIESA)GRC
the walls to heave upward. Since the excavation will be open for an
extended period, the heave is expected to be completed prior to construc-
tion of the Station. Construction of the Station structures and subsequent
backfilling will reload the soils. We estimate that the Station and
backfill loads will be in the range of 6000 to 7000 psf.
The maximum heave at the center of the excavations was calculated to be on
the order of 2 to 4 inches. We also believe that the majority of this heave
will occur during the excavation phase of construction. This estimate is
based on computations of elastic shear deformation (elastic rebound) and
unit volume changes (elastic heave) within the bedrock underlying the
proposed excavation.
Settlement on the order of 2 to 3 inches were computed due to the imposed
loads from the structures and backfill. This will occur even though the
weight of the excavated material exceeds the weight of the completed struc-
ture and backfill. Due to the long, narrow shape of the imposed load, the
theoretical differential settlement is relatively small, on the order of
1/2 inch over half the structure width. These calculations are based on
the assumption of a uniform foundation bearing pressure and a perfectly
flexible structure. The actual differential settlement will be less than
the theoretical flexible foundation case because of the rigid type Station
structure.
We understand that MRTC is contemplating modification of the Design Crite-
na and Standards for underground structures to permit use of a simplifying and conservative assumption resulting a uniform net foundation
pressure for the design of the invert slabs of box structures. The use of
the elastic soil-structure analysis or the simplifying uniform pressure
approach is left to the discretion of MRTC and the Section Designer.
6.8 PERMANENT FOUNDATION SYSTEMS
6.8.1 Main Station
The base of the proposed Station structure will function as a massive mat
foundation. At the proposed foundation levels, the mat will be bearing on
the Topanga Formation. We estimate that the average net foundation bearing
pressures for the Station will range from about 1500 to 2500 psf. In our
opinion the Station can be adequately supported on a mat foundation bearing
on the underlying Topanga Formation, as indicated in the previous section.
6.8.2 Support of Surface Structures
Surface structures can be generally supported on conventional spread foot-
ings founded on properly compacted fill or on undisturbed stiff or dense
alluvium. Allowable bearing pressures and estimated total settlements of
spread footings can be estimated based on Figures 6-5 and 6-6. Figure 6-6
is only applicable for shallow footings at depths less than 10 feet. At
areater deiths. the strength of the fine-qrained alluvium decreases sici-
nificantly due to saturation. At these depths, footings should be founded
on properly compacted granular fill. These figures are generally conser-
vative due to lack of detailed information on structural loadings and site
6-13 CCUESA!GRC
.
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- 2) D = depth below the lowest adlacent final grade.
:i: 3) L= total footing settlement
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2 4 6 8 10 12
FOOTING WIDTH, FEET
ALLOWABLE BEARING & SETTLEMENT FOR SPREAD FOOTING ON GRANULAR SOILS Project No.
DESIGN UNIT A425 Southern CalTforna Rapid Transit DstrTct 83-1140 METRO RAft PROJECT
Figure No.
Converse ConsuItans andAppliedSciences 6-5 1.
Geotechnicat Engineerrng
.
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FOOTING WIDTH, FEET
ALLOWABLE BEARING & SETTLEMENT FOR SPREAD FOOTING ON FINE-GRAINED SOILS
DESIGN UNIT A425 ProjectNo.
Southern CalIfornia Rapid Transit District METRO RAIL PROJECT 83-1140
Geotechnical Engineering Fgure No
Converse Consultants and Applied Sciences 6-6
conditions at the surface structure location. Where necessary, detailed
site specific studies should be performed to provide final design recom-
mendations for specific structures.
All spread footing foundations should be founded at least 2 feet below the
lowest adjacent final grade and should be at least 2 feet wide. The
bearing values shown on Figures 6-5 and 6-6 are for full dead load and
frequently applied live load. For wind loads, the bearing values can be
increased by one-third. This increase should not be allowed for seismic
loading conditions. Differential settlements between adjacent footings
should be estimated as 1/2 of the average total settlements or the differ-
ence in the estimated total settlements shown on Figures 6-5 and 6-6,
whichever is larger.
For design, resistance to lateral loads on surface structures can be as-
sumed to be provided by passive earth pressure and friction acting on the
foundations. An allowable passive pressure of 300 psf/ft may be used for
the sides of footings poured neat against dense or stiff alluvium or
properly compacted fill. Frictional resistance at the base of foundations
should be determined using a frictional coefficient with 0.4 with dead load
forces.
6.9 PERMANENT GROUNDWATER PROVISIONS
We understand that the Station will be designed to be water-tight and to . resist the full permanent hydrostatic pressures. We recommend that full
waterproofing be carried at least 5 feet above the anticipated maximum
groundwater levels given in Section 6.10.
.
6.10 STATIC LOADS ON PERMANENT SLAB AND WALLS
6.10.1 Hydrostatic Pressures
As tabulated in Table 6-1, the groundwater levels as measured within the
borings drilled at the Station site in 1983 ranged from Elevation 562 at
the south end of the Station to Elevation 550 at the north end. These
levels are considered to represent close to the maximum levels to be
expected. It is recommended that for design the maximum groundwater levels
be assumed to be approximately five feet higher than the 1983 measured levels.
6.10.2 Permanent Static Earth Pressures
The static lateral and vertical earth pressures recommended for design of
permanent buried structure are tabulated in Figure 6-7.
Vertical earth pressures on the Station roof should be assumed equal to the
full moist and/or saturated weight of the overburden soil plus surcharge.
6-14 CCIIESAIGRC
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Net Bearing Pressu
as determined by the structural engineer
Desgn Surcharge
4' I 'f' .'r9 #7'! \ p '4'fi'
GWL
tic Pressure D)
LOADING CONDITION
DESIGN LOAD PARAMETERS
P1 (psf) P2 (psf) Pw (psf) P, GWL
End Construction 37 20 62.4 (1) (2)
Long Term 60 31' 62.4 (1) (3)
Side sway 37/60 20/3 1
(4) 62.4 (1) (2) 20/36
(1) = full overburden pre3sure (depth x total density) plus surcharge
(2) For end of construction and side sway loading conditions the designer should use a GWL (between the base of the slab and long term water elevation) which will be critical for the loading condition.
(3) For long term the GWL varies linearly from Elev. 567 at the south end to Elev. 555 at the north end.
(4) Applicabletoalluvium (5) Applicable to Topanga Formation
LOADS ON PERMANENT WALLS DESIGN UNIT A425
Southern California Rapid Transit District METRO RAIL PROJECT
GeotechnicaL Engineerrng Converse Consultants andAppliedSciences
Project No.
83-1140
Figure No,
6-7
6.10.3 Surcharge Loads
Lateral surcharge loads from existing surface structures above an eleva-
tion equal to the invert of the Station must be added to the lateral design
earth pressure loads. The lateral surcharge loads are identical to those
recommended for temporary walls. Procedures for computing these are pre-
sented on Figure 6-2. Vertical surcharge loads due to surface traffic,
etc., should also be included in roof design. In addition, consideration
should be given to loads imposed by earthmoving equipment during backfill
operations.
6.11 PARAMETERS FOR SEISMIC DESIGN
6.11.1 General
Design procedures and criteria for underground structures under earthquake
loading conditions are defined in the Southern California Rapid Transit
District (SCRI) report entitled "Guidelines for Seismic Design of Under-
ground Structures," dated March 1984. The evaluation of the seismological
conditions which may impact the project and the earthquake intensities
which may be anticipated in the Los Angeles area are described in the SCRT
report entitled "Seismological Investigation and Design Criteria," dated
May 1983. The 1984 report complements and supplements the 1983 report.
6.11.2 Dynamic Material Properties
Values of apparent wave propagation velocities for use in travelling wave
analyses have been previously recommended in the May 1983 seismic design
criteria report. Other dynamic soil parameters may also be required for
use with various types of seismic analyses. These include values of
dynamic Young's modulus, dynamic constrained modulus, and dynamic shear
modulus at low strain levels. In addition, certain types of equivalent
linear analyses require that the variation of dynamic shear modulus and
soil hysteretic damping with the level of shear strain be known.
Average values of compression and shear wave velocities based on interpre- tation of limited crosshole geophysical surveys performed in Boring CEG-
34, and other borings in similar materials during the 1981 investigation
are presented in Table 6-2. These velocities have been used together with
the tabulated values of density and Poisson's ratio to establish appropri-
ate modulus values at low strain levels. Computed modulus values for the
fine-grained and coarse-grained alluvium and the Topanga Formation are
tabulated in Table 6-2.
The variation of dynamic shear modulus, expressed as the ratio of G/G
with the level of shear strain is presented in Figure 6-8 for the varPös geologic units. Similar relationships for soil hysteretic damping are
presented in Figure 6-9. These relationships were developed from the
results of field geophysical surveys, resonant column tests, and cyclic
triaxial tests performed in the field and in the laboratory on representa-
tive samples of the various geologic units, together with published data
for similar materials.
6-15 CCIIESA!GRC
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RECOMMENDED DYNAMIC SHEAR MODULUS RELATIONSHIPS
DE
SIG
N
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IT
A425
ProjectNo.
Southern
CaU
forna R
apid T
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istrict 83-1140
ME
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Figure No.
Geotechnical E
ngtneering 6-8
Converse C
onsultants and A
ppUed
.
.
.
Table 6-2
RECOMMENDED DYNAMIC MATERIAL PROPERTIES
FOR SUBSURFACE MATERIALS FOR USE IN DESIGN
Fi ne-Grai ned
Property Alluvium
Average Compression Wave 850 (moist)
Velocity, V, ft/sec 5,000 (sat.)
Average Shear Wave Velocity, V5, 700
ft/sec
Poisson's Ratio 0.40
Young's Modulus, E, psi 9,100 (moist) 330,000 (sat.)
Constrained Modulus, E , psi 19,500 (moist) C
700,000 (sat.)
Shear Modulus, Gmax psi 13,500
Coarse- Grained Topanga Alluvium Formation
5,900 5,900
1,100 1,200
0.35 0.40
565,000 450,000
975,000 975,000
34,000 40,000
All modulus values are for low strain levels (10_6).
6-16 CcI!ESA/GRC
./ -s_ 6.11.3 Liquefaction Potential
A generalized subsurface cross section at the Station site is shown in Drawing 2, and the subsurface conditions have been described in Section 5.0. The groundwater levels at the Station site are at depths ranging from 16 to 23 feet below the ground surface. The soils that are saturated and, therefore, must evaluated for liquefaction potential include the sandy materials within the fine-grained alluvial deposits, and the lower coarse- grained alluvium overlying the Topanga Formation.
A plot of Standard Penetration Test (SPT) and slip-jar blow counts measured in the boreholes drilled at the Station site during the field investiga- tions are plotted in Figure 6-10. The SPT blow counts were obtained by dropping a 140-lb hammer a distance of 30 inches above the ground surface, whereas the slip-jar is lowered by a cable inside the borehole. The slip- jar device weights about 340 lbs and is dropped over a distance of 24 inches. It is of interest to note from Figure 6-10 that the SPT and slip- jar blow counts recorded at the Station site agree reasonably well.
A review of the blow count data presented in Figure 6-10 indicates that within the fine-grained alluvium, between Elevations 560 and 530, the blow counts are generally less than 20 with most values in the range of 10 to 20. Because of the significant level of ground shaking which has been postulated at the Station from the maximum design earthquake, and the nature of the materials comprising the fine-grained alluvium, there exists a high potential for liquefaction and loss of strength within these mate- rials. Above the groundwater table (Elevation greater than 560) mate- rials are not completely saturated and the blow counts are high enough that the potential for liquefaction is quite low in this zone. This is also true within the deeper coarse-grained alluvium since the SPT blow counts in these materials are generally greater than 25 blows per foot.
Comparison of gradations obtained from representative samples of the fine- grained alluvium, with soils considered susceptible to liquefaction (based on past historical occurrences), also appears to substantiate the high liquefaction potential for some of these materials (see Figure 6-11). This is the case even though some of the materials comprising the fine-grained alluvial deposits have percentages of fines generally greater than those which have undergone liquefaction during past earthquakes.
Values of shear wave velocities tabulated in Table 6-1 can also be used as an index for evaluating the liquefaction potential of saturated cohe- sionless soils. Based on correlations developed by Seed (1983) between average shear wave velocities, induced cyclic stress ratio and earthquake magnitude, the measured value of shear wave velocity of 1100 feet per second in the lower coarse-grained alluvium indicates that it is dense and would not be subject to liquefaction. The shear wave velocity of 700 feet per second corresponding to the fine-grained alluvium would appear to indicate potential liquefaction problems in these materials.
Based on our review of available data, the saturated fine-grained alluvium within Elevation 530 to 560 has a high potential for liquefaction and subsequent loss of strength during the postulated maximum design
6-17 CCIIESA1GRC
.
.
MEASURED BLOWS PER FOOT
0 10 20 30 40 50 60
590 1 I I
Symbol Boring
o 34-A
34-B 580 34-1
O 34-2
V 34-3 0 < 344
570 A
- 0 34-5
V 0 open symbols SPT full symbols - slip-jar
a 0 AD 560-
Potential Zone of Liquefaction A &
550 . <V Loss of Strength
z O 0 V
0y >
El -
0 540-
0Y V . 0-.
0 530 V 0 A
V LS 0
0
520
* El
<1
510 >'
organic materials ** gravel lense
500
C 2
a
2
MEASURED BLOW COUNTS DES I G N UNIT A425 Project No.
Southern California Rapid Transit District 83-1140
METRO RAIL PROJECT Fiqure No.
otechrncal Engineering
Converse Consultants andAppliedScsences 6-10
pr1
iWI11IM
IIIIkb: :;i'IIIII!iti
:iuiiuiiiuuiiiniii
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earthquake. The coarse-grained alluvium overlying the bedrock at the site
would not be subject to liquefaction due to its dense nature. These
conclusions are based, in part, on procedures which are commonly employed
to estimate the liquefaction potential of saturated cohesionless soil de-
posits (Seed et al., 1983), as well as other considerations and engineering
judgment.
Since the base of the Station structure is founded within the Topanga
Formation bedrock, it should perform satisfactorily during the maximum
design earthquake. However, significant increases in lateral earth pres-
sures could develop on the walls of buried structures due to liquefaction
and/or loss of strength within zones of the fine-grained alluvium. In
addition, some seismic compaction of the alluvium could occur due to dissi-
pation of excess pore pressures after an earthquake which could result in
differential settlement of shallow surface structures founded on these
materials. The effects of liquefaction and loss of strength within por-
tions of the fine-grained alluvium should be considered in the design of
the permanent structures at the Universal City Station.
6.12 EARTHWORK CRITERIA
Site development at the Station site is expected to consist primarily of
excavation for the subterranean structures but will also include general
site preparation, foundation preparation for near surface structures, slab
subgrade preparation, and backfill for subterranean walls and footings and
utility trenches. Recommendations for major temporary excavations and
dewatering are presented in Sections 6.2 and 6.4. Suggested guidelines for
site preparation, minor construction excavations, structural fill, founda-
tion preparation, subgrade preparation, site drainage, and utility trench
backfill are presented in Appendix G. Recommended specifications for
compaction of fill are also presented in Appendix G. Construction specifi-
cations should clearly establish the responsibilities of the contractor
for construction safety in accordance with CALOSHA requirements.
Excavated granular alluvium (sand, silty sand, gravelly sand, sandy
gravel) are considered suitable for re-use as compacted fill, provided it
is at a suitable moisture content and can be placed and compacted to the
required density. The excavated fine-grained materials are not considered
suitable because these materials will make compaction difficult and could
lead to fill settlement problems after construction. If granular alluvium
materials cannot be stockpiled, imported granular soils could be used for
fill, subject to approval by the soils engineer.
It should be understood that some settlement of the backfill will occur
even if the fill soils are properly placed and compacted. Cracking and/or
settlement of pavement on and around the backfilled excavations should be
expected to occur for at least the first year following construction.
Placement of the final pavement section should be delayed at least one
year.
6-18 CCIIESAIGRC
6.13 SUPPLEMENTARY GEOTECHNICAL SERVICES
Based on the available data and the current design concepts, the following
supplementary geotechnical services may be warranted:
a Supplemental Investigations: Consideration should be given to
performing supplemental geotechnical investigations at the sites
of proposed peripheral at-grade structures near the Station.
The purpose of these studies would be to determine site specific
subsurface conditions and provide site specific final design
recommendations for these peripheral structures.
o Observation Well Monitoring: The groundwater observation wells
should be read several times a year until project construction
and more frequently during construction if possible. These data
will aid in confirming the recommended maximum design ground-
water levels. They will also provide valuable data to the con-
tractor in determining his construction schedule and procedures.
o Review Final Design Plans and Specifications: A qualified geo-
technical engineer should be consulted during the development of
the final design concepts and should complete a review of the
geotechnical aspects of the plans and specifications.
o Shoring Design Review: Assuming that the shoring system is
designed by the contractor, a qualified geotechnical engineer
should review the proposed system in detail including review of
engineering computations. This review would not be a certifica-
tion of the contractor's plans but rather an independent review
made with respect to the owner's interests.
C
a Construction Observations: A qualified geotechnical engineer
should be on site full time during installation of the shoring
system, preparation of foundation bearing surfaces, and place-
ment of structural backfills. The geotechnical engineer should
also be available for consultation to review the shoring moni-
toring data and respond to any specific geotechnical problems
that occur.
6-19 CCIIESA/GRC
.
. CCUESA!GRC
References
.
REFERENCES
CHAPMAN, K., Cording, E.J., and Schnabel, H.., Jr., 1972, Performance of a
Braced Excavation in Granular and Cohesive Soils: ASCE Specialty Con-
ference on Performance of Earth and Earth-Supported Structures, Purdue
University, Vol. III, pp. 271-293.
CLOUGH, G.W., 1980, Slurry walls for underground tram facilities: U.S. Depart-
ment of Transportation Report FHWA-TS-80-221.
CLOUGH, G.W., Buchignani, A.L., 1981, Slurry walls in San Francisco Bay area:
ASCE National Conference, New York, p. 81-142.
CORDING, E.J., and O'Rourke, T.D., 1977, Excavation, ground movements, and
their influence on buildings: American Soc. of Civil Engineers, Pre-
print, San Francisco.
CORPS OF ENGINEERS, 1953, Technical Memorandum No. 3-357, March, 1953.
CRANDALL, L.R., and Maljian, P.A., 1977, Use of earth anchors to restrict
ground movements: Am. Soc. Civil Engineers, Preprint 2974, P. 1-27.
DEPARTMENT OF THE INTERIOR, Bureau of Reclamation, 1963, Earth Manual.
EVANS, L.T., 1968, Swell and settlement study Equitable Life Building, Los
Angeles, California: Report by L.T. Evans, Inc.
GOLDBERG, D.T., Jaworski, W.E.,, and Gordon, M.D., 1976, Lateral Support
Systems nd Underpinning: Federal Highway Administration, Offices of
Researcft & Development, Vols. I, II, III.
HARDIN, B.O., 1970, Suggested Plethods of test for shear modulus and damping of
soils by resonant column: ASTM Special Technical Publication 479.
KISHIDA, H.J. 1969, Characteristics of liquified sand during Mino-Owari
Tohnakai and Fukui earthquakes: Soils and Foundations, Japan, Vol. 9, No.
1, March, p. 79-92.
LEE, K.L., and Fitton, J.A., 1968, Factors affecting the cyclic loading
strength of soil , vibration effects of earthquakes in soils and founda-
tions: American Society for Testing and Materials, Special Technical
Publication 450.
LOS ANGELES COUNTY FLOOD CONTROL DISTRICT, 1976, Hydrologic Report 1974-1975.
MALJIAN, P.A., and Van Beveren, J.F., 1974, Tied-back deep excavations in Los
Angeles area: Journal of Constr. Div., ASCE, Vol. 100 CO3, p. 337-356.
MANA, A.I., Clough, G.W., 1981, Prediction of movements for braced cuts in
clay: ASCE Geotechnical Journal , June.
CCi/ESA!G RC
MATSUO, H., and O'Hara, S., 1960, Lateral earth pressures and stability of
quay walls during earthquakes: Proceedings of Second World Conference on
Earthquake Engineering, Tokyo, Japan.
MONOBE, N., and Matsuo, H., 1929, On the determination of earth pressures
during earthquakes: Proceedings, World Engineering Conference, Vol. 9, p.
176.
NAVFAC, 1971, Design Manual 7-Soil mechanics, foundations, and earth struc-
tures: Department of the Navy, Naval Facilities Engineering Command.
NAVFAC, 1982, Design Manual 7.1-Soil mechanics: Department of the Navy, Naval
Facilities Engineering Command, May.
NELSON, J.C., 1973, Earth tiebacks support excavation 112 feet deep in Civil
Engineering: Am. Soc. Civil Engineers, Nov. 1973, p. 41-44.
OKABE, S., 1926, General theory of earth pressure: Journal of Japanese Society
of Civil Engineers, Vol. 12, No. 1.
PRAKASH, S., 1981, Soil dynamics: McGraw-Hill, New York.
SCHULTZ, M.S., 1981, An empirical investigation into the behavior of diaphragm
walls, Masters Thesis, Massachusetts Institute of Technology.
SEED, H.B., Idriss, I., Arango, I., 1983, Evaluation of Liquefaction Potential
Using Field Performance Data: ASCE Journal of Geotechnical Division, Vol.
109, No.3, March 1983, p. 458-482.
SEED, H.B, and Whitman, R.V., 1970, Design of earth retaining structures for
dynamic loads in Ground and Design of Earth Retaining Structures: ASCE
Specialty Conference on Lateral Stresses New York, p. 103-148.
SEED, H.B. and Idriss, I.M., 1967, Analysis of soil liquefaction: Niigata
Earthquake Journal of the Soil Mechanics and Foundations Division, ASCE
Vol. 93, No. SM3, Proceedings Paper 5233, May, p. 83-108.
WESTERGAARD, H.N., 1933, Water pressures on dams during earthquakes: Trans-
actions, ASCE, p. 418-433.
YOUD, L.T., 1982, U.S. Geological Survey, Menlo Park; personal communication.
CCUESAIG RC
.
. CCIIESAJGRC
Drawings
I VICTORY BLVD
BURBANK L . I\' 0 \ I'
HANDLER
_Os \ I' BURBANK BLVD
VERSIDI 'JR
UNIVERSAL CITY STATION UNIVERSAL CITY
STUDIO CITY METRO 'S
RAIL 'S
'S 'S
PROJECT 4'
HOLLYWOOD BOWL
HOLLYWOOD BLVD
HOLL
. ;7-ID Lii WI WI
>1 >
HILLS
BEVERLY BLVD
-k
Ix
I Ix WILSHIRE
- MIRACLE
U) Ix 0> Ix
WILSHIRE CENTER
S. .4,
'A
MILE N Lii
Ix > < W
>
/ >
N Ix ii (I) Ix Si'
3 \JEt4ICESLiD Ix
<(
I __c'
St
H --
C - 3 .I IU -- -- c c
DOWNTOWN 2
< %LOS ANGELES
Ix S 0 /1 0
2
2 VICINITY MAP DESIGN UNIT A425 Protect No
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Drawing No.
Converse Consultants andAppltedSciences 1 Geotechnical Engineering
TUNNEL ;
PLAN . TUNNEL
d
I II ,' i&i.i < 1;%;,pp
p (r r }
V ___I. _____r,
I LE
LV, __________________ :__ DLTz( 1ç: T-1 5OOINGANE :O52BEDD:G
REFERENCE: NOTES: MILESTONE tO. SIEET l OF 21 I.) LOCATION AND GRADE OF TUNNEL 3) THIS DRAWING WAS PREPAREO AS AN AID IN DEVELOPING DESIGN ALIGNUEN1 PLAN AND FROFII.E AND STATION SUBJECT TO CHANGE. RECOMMENDATIONS. SUBSURFACE INFORMATION PRESENTED ON THIS STATION B22.00 TO STATION DRAWING IS BASED ON INTERPOLATION AND EXTRAPOLATION OF 2.) FOR ESPLANATION OF GEOLOGIC 952.00 DATED MARCH 1B83. SYMBOLS SEE DRAWING NO.5 SUBSURFACE DATA BETWEEN AND BEYOND BORING LOCATIONS. ACTUAL
CONDITIONS ENCOUNTERED DURING CONSTRUCTION MAY BE DIFFERENT.
THE PREPARATION OF 11415 DRAWINO HAS BEEN FINANCED IN PART THROUGH A GRANT FROM THE U. S. DEPARTMENT OF TRANSPORTATION URBAN MASS TRANSPORTATION ADMINISTRATION, UNDER THE URBAN MASS TRANSPORTATION ACT OF I964 AS AMENDED, AND IN PART BY THE TAXES OF THE CITIZENS OF
IDESIGMED BY
1RAwN
I
BY
LOS ANGELES COUNTY AND OF THE STATE OF CALIFORNIA
BY
L CHARGE I
DESCRIPTION D(SCRPTION
() I .1.
SOUTHERN CALIFORNIA RAPID TRANSIT DISTRICT
METRO RAIL PROJECT FRTD
CCl/ESA/GRC DMJM/PBOD/KE/HWA
GENERNL CONOIJLTANTS
General GeoI,chnIcef Consultants
SuEndInd .RJ.Lf.AAL. Ost. 5:L44___ APPROVED ______________________
700
660 D D +
620
I Cl)
560
uJ z -J
I 540
0
500
c 460 940 SCALE C IN FEET )
VERT. ______________________
HoR9_Too 4O_______ PROJECT NO.
DESIGN UNIT A425 DRAWING
3h140
LOCATION OF BORINGS SCALE
2
AS SHOWN AND GEOLOGIC SECTION SHEET NO.
.
N
2 J
REF:
'PRELIMINARY UNIVERSAL CiTY STATION SITE PLAN', DRAWING #A-64, PREPARED BY
HARRY W'EESE & AS8OCIATES ORIGINAL SCALE 1" = 40', REDUCED TO 1" = 100', DATED *-15'-83.
NOTES 1.) FOR SUBSURFACE SECTION A-A' SEE DRAWING NO 4
2.) FOR EXPLANATION OF SYMBOLS SEE DRAWING NO. 5
EEl l.1OO'
LOCATION OF BORINGS DESIGN UNIT A425 SCaIeA Shown
PrcectNo
Southern California Rapid Transit District °MAY, 1984 83-1140
METRO RAIL PROJECT Preparedby RG
DrawingNo
Checked by
Converse Consultants Geotechnsc&Engrneeflflg JAD 3 and App'ied Sciences ApprOved
HAS
S
I
UNIVERSAL CITY STATION
A A EXISTING
SOUTH 15' ri,, GROUND NORTH
/ SURFACE-
/1580
? '. 2/842 1 FINE-GRAINED 560- -L ALLUVIUM
-560 7 2/84/
LA 540- -540
I I
:::
GRAUD
tTUNNEL7
= INTERBEDDED 480- j4 /
CLAYSTONE -480 'iI AND
, / SANDSTONE
460- -;=---z
-460
L APPROXIMATE EXCAVATION LIMITS
440' 44O
100 0 100 200 SUBSURFACE SECTION AA' H OR. I
SCALE: 20 0 20 40 DESIGN UNIT A425 Scale
As Shown Project No
VER. Southern California Rapid Transit District DateMAY 1984 83-1140 scale feet
NOTES: METRO RAIL PROJECT ________________ Prepared by
1.) FOR LOCATION OF SUBSURFACE SECTION A-A' SEE DRAWING NO.3 Geoechnical Engineering
Checkedby RG 4 2.) FOR EXPLANATION OF SYMBOLS SEE DRAWING NO.5 Converse Consultants .ndAppliedSclences Approvedby
JAD
I GEOLOGIC UNITS SYMBOLS
>-
z a: LU I-
0
>- cc
I cc LU I
0
0
I I
LU SOFT GROUND TUNNELLING
.
A1 YOUNG ALLUVIUM (Granu'ar): Includes clean sands, silty sands, gravelly sands, sandy gravels.
0 and locally contains cobbles and boulders. Primarily dense, but ranges from loose to very dense.
0 A YOUNG ALLUVIUM (Fine-grained): Includes clays, clayey silts, sandy silts, sandy clays. clayey
I 2 sands. Primarily stiff, but ranges from firm to hard.
A OLD ALLUVIUM (Granular): Includes clean sands, silty sands, gravelly sands, and sandy gravels.
LU Primarily dense, but ranges from medium dense to very dense. 0
A OLD ALLUVIUM (Fine-grained): Includes clays, clayey silts, sandy silts, sandy clays. and clayey
(.1) sands. Primarily stiff, but ranges from firm to hard.
LU
SAN PEDRO FORMATION: Predominantly clean, cohesionless, fineto medium-grained sands. hut sp includes layers of silts, silty sands, and fine gravels. Primarily dense, but ranges from medium
dense to very dense. Locally impregnated with oil or tar.
FERNANDO AND PUENTE FORMATIONS: Claystone, siltstone, and sandstone; thinly to thickly LU C bedded. Primarily low hardness, weak to moderately strong. Locally contains very hard, thin z cemented beds and cemented nodules. LU
0 0 ROCK TUNNELLING
(Terzaghi Rock Condition Numbers apply) 0
Terzaghi Rock Condition Number 3
Approximate boundary between Terzaghi numbers
0 2-5 TOPANGA FORMATION: Conglomerate, sandstone. and siltstone: thickly bedded: primarily hard
2 and strong (Geologic symbol Tt).
1-5 TOPANGA FORMATION: Basalt: intrusive, primarily hard and strong (Geologic symbol Tb).
TERZACHJ ROCK CONDITION NUMBERS:*
1 Hard and intact
2 Hard and stratified or schistose
3 Massive, moderately jointed
4 Moderately blocky and seamy
5 Very blocky and seamy (closely jointed)
6 Crushed but chemically intact rock or unconsolidated sand: may be running or flowing ground
7 Squeezing rock, moderate depth
8 Squeezing rock, great depth
9 Swelling rock
*In practice, there are not sharp boundaries between these categories, and a range of several NI.
? Geologic contact: approximately located: queried [Lii ! SILT where inferred
CLAY U
....? Fault (view in plan): dotted where concealed; queried !f:j SANDY SILT
D where inferred; (U) upthrown side, (D) downthrown _____ side SANDY CLAY
Fault (view in geologic section): approximately located; ftj3jj CLAYEY SILT queried where inferred; arrows indicate probable
-.'---.,- movement; attitude in profile is an apparent dip and is SILTY CLAY not corrected for scale distortion
f4] SILTY SAND Dip ofbedding:frorn unoriented coresamples; bedding
Ar;; attitudes may not be correctly oriented to the plane of CLAYEY SAND the profile, but represent dips to illustrate regional geologic trends; number gives true dip in degrees. as
encoLintered in boring [-- GRAVELLY SAND
:!. ....... ? Ground water level: approximately located; queried SANDY GRAVEL where inferred
. Boring CEG (1981) GRAVEL
. Boring CCl/ESA/GRC (1983) GRAVELLY CLAY
ci: Boring Nuclear Regulatory Commission (1980)
TAR SILT & CLAY
TAR SAND Boring Woodward-Clyde (1977)
ED Boring Kaiser Engineers (1962) FILL
e Boring Other (USGS 1977 and various foundation L..-1 SILTSTONE studies)
CLAYSTONE
. . INTERBEDDED SANDSTONE NOTES: 1) The geologic sections are based on interpolation WITH SILTSTONE OR
between borings and were prepared as an aid in jlij CLAYSTONE developing design recommendations. ActLlaI condi- tions encountered during construction may be SANDSTONE different.
-':'.U. SANDSTONE. 2) Borings projected morethan lOOtothe profileline CONGLOMERATE
were considered in some of the interpretation of subsurface conditions. However. final interpreta- CEMENTED ZONE tion is based on numerous factors and may not reflect the boring logs as presented in Appendix A. METASANDSTONE
3) Displacements shown along faults are graphic 7I BASALT representations. Actual vertical offsets are Un-
known. A BRECCIA
rj SHEAR ZONE
GEOLOGIC EXPLANATION DESIGN UNIT A425
Southern California Rapid Transit District
METRO RAIL PROJECT
Scaie
N/A MAY, 1984 83-1140
Prepared by
R G Drawing No
Proiecl No
Checked by JAD 5 I eILciyuuu INUIlIL)t iiiy uei ueoi., LJ oiiii wt.r.
Converse Consultants and Applied ScienceS Approved By HAS Geotechnical Engineering
Appendix A
Field Exploration
CCIIESAIGRC
.
APPENDIX A FIELD EXPLORATION
A.1 GENERAL
Field exploration data presented in this report for Design Unit A425 in-
clude information obtained from borings drilled for this and previous
geotechnical investigations. Table A-i summarizes pertinent information
on 10 exploratory boreholes that have been drilled at, or in relative close
proximity to, the proposed Universal City Station site. The locations of
all boreholes listed in Table A-i, except for CEG-34, are shown on Drawing
No. 2. Boring CEG-34 was drilled during the 1981 geotechnical investiga-
tion and is located about 1300 feet northwest of the present Station site.
The log of this hole is included at the end of this appendix because the
information provided in the log of this borehole has been judged to be
generally representative of the subsurface conditions that exist at the
Station site. The location of Boring CEG-34 is shown on Drawing No. 1 of
the 1981 geotechnical investigation report.
Of the 10 borings that have been drilled at or near the Universal City
Station site, 9 are rotary wash type borings and 1 is a large-diameter or
"man-size" auger hole. One rotary wash boring was drilled as part of the
1981 geotechnical investigation, three were drilled in January and Febru-
ary 1983, and 5 borings were drilled for this investigation during October
and November of 1983. The large-diameter borehole was drilled in January
1983. Edited field logs for the borings listed in Table A-i are included at the end of this appendix.
Groundwater observation wells (piezometers) were installed in 5 of the
borings drilled at or near the Station site (see Table A-i). Groundwater
samples were not obtained from any of the borings listed in Table A-i.
Consequently, chemical analyses were not performed on water samples ob-
tained from the Station site. Oil slicks appeared on the drilling fluid in
four of the borings listed in Table A-i. Strong organic and/or sulfur
odors were also noted in the logs of some of the boreholes.
Most rotary wash borings were sampled at regular intervals using the Con-
verse ring sampler, Pitcher Barrel sampler, and the Standard Split Spoon
(SPT) sampler. Soil sample recovery was sometimes poor in the soils
encountered at or below groundwater. Bedrock core recovery was generally
good. The large-diameter or "man-sized" auger hole was logged by a down-
hole observer(s); however, soil samples were not obtained from this hole.
The following subsections describe the field exploration procedures and
provide explanations of symbols and notations used in preparing the field
boring logs. Copies of the edited field boring logs follow the text of
this appendix.
A-i CCJ/ESAIGRC
S BORING NUMBER
CEG-343
34A
34B
34C
34D
34-1
34-2
34.3
34-4
34-5
.
S
DATE DRILLED (Mo/Yr)
12/80
2/83
1/33
1/83
1 /33
11/83 11/83
10/83
10/83
10/83
TABLE A-i BORING LOG SUMMARY
DESIGN UNIT A425
GROUND (2)
SURFACE (1) ELEVATION
TYPE (ft.)
RW 574
RW 586
R\N 574
LD .552
RW 565
RW 580
RW 579
RW 577
RW 575
RW 573
TOTAL DEPTH
(ft.)
200.0
120.3
121.0
26.0
101 .0
114.5
100.5
115.5
114.0
122.6
RI EZOMETER WATER
1NSTALLED SAMPLE DEPTH (ft.) TESTED
No No
Yes 0.0-120.0 No
Yes 0.0-120.0 No
No - No
Yes 0.0-101.0 No
No No
No No
Yes 3.0-115.0 No
No - No
Yes 0.0-120.0 No
NOTES: (1) Types RW: Rotary wash boring (small diameter). LD: Large diameter auger boring (36 diameter).
(2) Ground surface elevations approximate and rounded to nearest foot.
(3) Boring drilled about 1300 feet from proposed station site.
(4) Oil slick in drilling mud suggesting bedrock may be petroliferous.
A- 2 CCIIESAJG RC
OIL AND/OR NATURAL
GAS COMMENTS
No Downlole &
Yes4 Crosshole
No
No Caving & Raveling Strong organic odor
No
No
No
Yes4 Yes (4)
Yes4
A.2 ROTARY WASH BORINGS
A.2.1 Technical Staff
Members of three firms (CWDD/ESA/GRC) participated in the drilling explo-
ration program. The field geologist continuously supervised each rotary wash boring during the drilling and sampling operation. The geologist was
also responsible for preparing a detailed lithologic log of the rotary wash cuttings and for sample/core identification, labeling and storage of all
samples, and installation of piezometer pipe, gravel pack, and bentonite seals.
A.2.2 Drilling Contractor and Equipment
Drilling was performed by Pitcher Drilling Company of East Palo Alto, California, with Failing 1500 rotary wash rigs, each operated by a two-man
crew.
A.2.3 Sampling and Logging Procedures
Logging and sampling were performed in the field by the geologist. The
following describes sampling equipment, procedures, and notations used on the lithologic logs to indicate drilling and sampling modes.
As indicated in Table A-i, Boring CEG-34 was drilled during the 1981 . geotechriical investigation. The soils encountered in this boring were sampled about every 5 feet using a Standard Split Spoon (SPT) sampler
driven with a standard 30-inch stroke, 140-pound hammer. At about each 20-
foot interval and prior to the SPI sampler, an undisturbed Converse ring
sample was obtained using a downhole slip-jar hammer.
When bedrock was first encountered, the SPT and Pitcher Barrel samples were
used and samples were taken at intervals of about 5 feet. Below a depth of
about 116 feet, the bedrock was almost continuously sampled using either
the Pitcher Barrel or NIX core barrel. The choice of using the Pitcher Barrel or NX core barrel was made during drilling depending on the ground conditions encountered.
Three rotary wash borings (Borings 34A, 34B, and 34D) were drilled near the Universal City Station site during January and February 1983. The purpose of these borings was to provide supplemental geotechnical information for
this Station site and along the tunnel alignment just north and south of the site. Soils were sampled about every 10 feet with the SPT, Converse ring, and Pitcher Barrel samplers.
Five rotary wash borings were drilled at the Station site during the months
of October and November of 1983. Borings 34-i through 34-5 were drilled to
depths ranging between 101 and 123 feet. With the exception of Boring 34- 5, all soils encountered in the borings were sampled at about 10-foot intervals using the Converse ring sampler. Between this interval and at
about every 10 feet, Pitcher Barrel samples were taken and were followed by the SPT sampler. SPT samples were also taken between the Converse ring and Pitcher barrel samplers. In Boring 34-5, the Pitcher Barrel sampling
A-3 CCIIESAJGRC
techniques were utilized at intervals of about 20 feet and the soils were
sampled, on the average, twice every 10 feet by the SPT sampler.
When bedrock was encountered in Borings 34-1 through 34-5, the Pitcher
Barrel sampler was generally used every 10 feet. Converse ring and/or SPT
samples were also taken between this interval when it was judged that these
methods would be successful in retrieving samples.
All of the sampling intervals described above were sometimes altered dur-
ing the course of the drilling operations if a change in material types was
detected by the geologist logging the hole or if sample recovery of the
previous soil sample was poor. As was previously mentioned, some of the
soils encountered at or below the groundwater level at the site tended to
fall or pull out of the sampler as it was being brought to the ground
surface. Another common cause for loss of samples or altering the sampling
interval was when gravels were encountered at the desired sampling depth.
Standard Penetration blow count information can often be misleading in
this type of formation, and it is difficult to recover an undisturbed
sample. Therefore, at some locations borings were advanced until drill
response and cuttings suggested a change in formation.
The sampling program was also sometimes modified when dense soil deposits
were encountered. In this case, the Converse ring sampler was not used.
Instead, the Pitcher Barrel sampler, which is generally a better technique
when sampling dense soil deposits, was substituted for the Converse ring
sampler in order to obtain higher quality undisturbed samples.
The following symbols were used on the logs to indicate the type of sample
and the drilling mode:
Log Sample Type of Sampler Symbol Type
B -
J Jar Split spoon
C Can Converse ring
S Shelby Tube Pitcher barrel
Box Box Pitcher barrel, core barrel
Log Drilling Mode
AD Auger drill
RD Rotary dri II
PB Pitcher barrel sampling
SS Split spoon
DR Converse drive sample
C Coring
A-4 CCIIESA)GAC
A.3 LARGE-DIAMETER BORINGS
A.3.1 Technical Staff
Personnel of Converse Consultants, Inc. (Converse, 1983) directed the
drilling and performed the logging of Boring 34C which was a large-diameter
or "man-size" borehole. Since the purpose of the large-diameter auger
borings was to allow consultants and RTD personnel to make first-hand
downhole observations of the geologic conditions along the proposed proj-
ect route, a number of people participated in this exploration program.
They include personnel from the Southern California Rapid Transit Dis-
trict, MRTC, Lindvall Richter & Associates, and other independent consul- tants.
A.3.2 Drilling Contractor and Equipment
Drilling was performed by A&W Drilling Company of La Habra using a bucket
auger drilling rig with a 36-inch bucket.
A.3.3 Drillinci Doerations
These operations consisted of drilling the auger boring to a depth of 26
feet. Drilling was stopped when a significant inflow of water occurred at
21 feet and the hole started to experience caving. Corrugated metal pipes
(sections 20 feet long) with windows cut on 5-foot vertical intervals were used to case the hole. The windows were 1-foot square and permitted . observations of material types, caving, groundwater, and gas/oil conch- tions. Casing was installed over the total open depth of the hole.
Before entering the hole, a "gas detector" meter was used to evaluate
lack of oxygen and/or the presence of combustible oases. The borinas
then logged by personnel of Converse servers entering the hole. Loggers
safety equipment as required by the
Health Administration.
A.4 FIELD CLASSIFICATION OF SOILS
Consultants prior to any other
and all observers were equipped California Occupational Safety
the were ob -
with and
All soil types were classified in the field by the site geologist using the "Unified Soil Classification System." Based on the characteristics of the
soil, this system indi,.cates the behavior of the soil as an engineering
construction material.
Table A-2 shows the correlation of standard penetration information and
the physical description of the consistency of clays (hand-specimen) and
the compactness of sands used by the field geologists for describing the
materials encountered.
* For a more complete discussion of the Unified Soil Classification System,
refer to Corps of Engineers, Technical Memorandum No. 3-357, March 1953,
or Department of the Interior, Bureau of Reclamation, Earth Manual, 1963.
A-5 CCUESA/GRC
Table A-2 Correlation of N-Values and Consistency/Compactness of Soil Obtained in the Field
S
N-Values Hand-Specimen Consistency I I
Coopactness N-Values (blows/foot) (clay Only) (clay or silt) (sand only) (blows/foot)
0- 2 Will squeeze between fingers when hand Is closed Very soft I I
Very loose 0- 4
2- 4 Easily molded by fingers Soft (
Loose 4 - ID
4 - S Molded by strong pressure of fingers Firm I I ____________ _______
8 - 16 Dented by strong pressure of fingers Stiff I j
iedium dense 10 - 30
15- 32 Dented only slightly by finger pressure Very stitf Dense 30 - 50
32+ Dented coly slightly by pencil point Hard Very dense 50+
A.5 FIELD DESCRIPTION OF THE FORMATIONS
The description of the formations is subdivided in two parts: lithology and physical condition. The lithologic description consists of:
o Rock name.
a Color of wet core
a Mineralogy, textural, and structural features.
o Any other distinctive features which aid in correlating or in-
terpreting the geology.
The physical condition describes the physical characteristics of the rock believed important for engineering design consideration. The form for the description is as follows:
Physical
weathered.
condition: maximum
ha
fractured, minimum mostly _________________;
ness; strength;
Bedrock description terms used on the boring logs are given on Table A-3.
A-6 CCUESA!GRC
.
TABLE A-3 Becrock Description Terms
PHYSICAL CCNDITION* SiZE RANGE REMARKS
Crushed -5 microns to 0.1 ft Contains clay
Intensely Fractured 0.05 ft to 0.1 ft Contains no clay
Closely Fractured 0.1 ft to 0.5 ft Moderately Fracured 0.5 ft to 1.0 ft Utrie Fractured 1.0 ft to 3.0 ft Massive 4.0 ft and larger
HARDNESS *
Soft - Reserved for plastic material
friable Easily crumbled or reduced to powder by fingers
Low Hardness - Can be gouged deeply or carved with pocket knife
Moderately Hard Can be reaJ±yscrtched by a knife blade; scratch leaves heavy trace of dust
Hard - Can be scratched with difficulty; scratch produces little powder & is often faintly visible Very Hard - Cannot be scratched with knife blade
STRENGTH
Plastic - Easi ly deformed by finger pressuro
Friable - Crumbles when rubbed with fincors
Weak - Un fractured outcrop would crumble under light hammer blows
Moderately Stror,g - Outcrop would withstand a few firm hammer blows before breaking Outcrop would withstand a few heavy ringing hammer blows but would yield, with difficulty,
Strong ort I y dust !. sma I I fragmen ts Outcrops would resist heavy ringing hammer blows & will yield with difficulty, only dust
Very Strong & sinaI I fraaments
WEATHER I NC DEC0POS IT ION DISCOLORAT ION FRACTURE OONDIT ION
Moderate to complete alteration oi Au fractures extensively coa ted Deep minerals, feldspars altered to clay, etc. Deep & thorough
with oxides, carbonates, or clay Slight alteration of minerals, cleavage Moderate or localized
Mode ra to surfaces lusterless & stained & intense Thin coatings or stains
Little - No n-egascopic alteration in minerals Sligh-t& intermittent & localized Few stains on fracture surfaces
Fresh - Unaltered, cleavage surface glistening None
'Joints and fractures are considered the same for physical description, and both are referred to as "fractures"; however, mechanical breaks caused by dri 11 ing operation were not included.
"Scale for rock hardness differs from scale for soil hardness.
CCl/ESA/G AC A- 7
.
.
THIS BORING LOG IS BASED ON HEW CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER LOCATIONS OR TIME.
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG CEG 34
Proj: DESIGN UNIT A425 Date Drilled 12/28/80 Ground Elev. 574'
Drill Rig Failing 1500 Logged By S. Testa Total Depth 200.5'
Hole Diam.ter 4 7/8" Hammer Weight & Fall DR: 240 lb @ 18", SS: 140 lb @ 30"
MATERIAL CLASSIFICATION
uJ
REMARKS
p 0.0-0.5 CONCRETE RD 12/2/80 clear day hole drilled with wate
-ML ALLUVIUM 0.5-34.0 SANDY SILT: dark yellowish brown
2- fine sand; moist
4-
6-
8-
yellow brown; stiff; moist - -
SS 1.0/1.5 recovery
12.-- RD
14- -
-
pocket penetrometer
16- - becomes very stiff; moist; trace c 2.0 tsf 2/9/81
1.2/1.5 recovery J 2
gravel
RD
18-
20 Sheet 1 of
L
.
Project DESIGN LINIT A425 Date Drilled 12/2-8/80 Hose No. CEG 34
MATERIAL CLASSIFICATION REMARKS
20
22-
24-
26-
28-
30:.
32-
36-
38-
40--
42
-
ML
-
0.5-34.0 SANDY SILT: (continued)
color change to dusky brown; trace fine gravel; stiff; fine
roots
color change to dark yellow brown; gravel to 1.5'; fine roots
stiff
34.0-38.5 SILTY SAND: dark yellowish brown; fine grained; dense
38.5-44.0 GRAVELLY SAND: pale yellow brown; medium to coarse sand; dense to very dense
DR 1.5/1.5 recovery
1.5/1.5 recovery
c-i
SS 3-3
12/4/80 moderate to heavy rain hole drilled with bentonite drilling fluid
1.5/1.5 recovery
1.5/1.5 recovery
1.5/1.5 recovery
1.3/1.5 recovery
linor rod chatter, rom 38.5 to 40.01
1.0/1.5 recovery
rod chatrer at 44 Q1
Sheet of
RD
SS 3-4
RD
- DR C-2
SS 3-5
RD
SM
fl
- SS 3-6
RD
55 3-7
RD
.
[1
[]
Project DESIGN UNIT A425 Date Drilled 12 / 2-8/80 Hole No. CEO 34
MATERIAL CLASSIFICATION REMARKS
GP 44.0-50.5 GRAVEL: subangular to subround-
ed to 1.5"; poorly graded RD
SS .25/1.0 recovery
46- refusal at 11.5"
RD
48- - considerable rod chat- ter from 48.0-50.0'; hard drilling resist- ance at 49.0'
50- 0.3/1.0 recovery u-i 1DR
refusal at 12"
TOPANGA FORMATION - BEDROCK - 50.5-200.5 INTERBEDDED SHALE AND SAND-
52- - STONE: medium to very thin laminae of primarily olive
SS 1 5 1 5 r coy r . e e y
gray sandy clay and subordinatE dark greenish gray; fine to
54- medium sand with lesser very thin laminae of siltstone; trace organics; thin sand
- lenses
56- 55.0' color change-olive black
Physical Conditions: little SS 1.5/1.5 recovery
pocket penetrometer
fractured; low hardness; fri- )4.5 tsf 2/9/81
able to weak strength; fresh RD
58- -
60- - color change to dark greenish - SS
tO-j
gray
50 pocket penetrometer 4.0 tsf (broke apart)
J-11
2/9/81 - 62-- RD
64-
color change to olive gray; - SS
trace organics; becoming sandier with depth pocket penetrometer j-ia
66- >4.5 tsf 2/9/81 refusal at 15"
RD
68 Sheet 3 of 9
.
.
.
Project DESIGN UNIT A425 Date Drilled 12/28/80 Hole No. CEG 34
MATERIAL CLASSIFICATION REMARKS
68 50.5-200.5' INTERBEDDED SHALE AND SAND- RD
- STONE: (continued)
70_o-1° PB-i 1 PB pocket penetrometer
)4.5 tsf 2/9/81 .3/2.5 recovery
72- rod chatter from 72.0
olive gray; fine to medium to 75.0'
- sand; trace fines RD
74
color change to dusky brown;
sandy claystone with very thin 3-13 to thin laminae of dark green- SS 1.3/1.3 recovery
76- ish gray sand
RD -
78
color change to dusky yellow- ish brown
3-14 SS 0.7/1.0 recovery
82- -60
/
84- rod chatter from 84.0 to 85.0'
-
0.9/1.0 recovery 3-15 SS
86
RD 15 20° non-parallel medium to very
thin laminae; dark greenish gray fine sand from 85.0-85.3; dusky brown sandy claystone
88- from 85.3 to 85.8; dark green- ish gray sand from 85.8 to
- 85.9'; hard
90-- 2.1/2.5 recovery
PB-2 2 PB pocket penetrometer >4.5 tsf 2/9/81 Sheet 4 of 9
92
[]
.
S
Project DESIGN UNIT A425 Date Drilled 12/28/80 Hole No. CEG 34
MATERIAL CLASSIFICATION REMARKS
50.5-200.5 INTERBEDDED SHALE AND SANDSTONE; PB-2 E _.L.
(continued) RD
Physical Conditions: (continued)
little fractured; friable to
low hardness; friable to weak
strength; fresh 0.4/0.4 recovery pocket penetrometer d-16
- SS
96 color change to olive black; 95.21 very thin sandy claystorie
4.5 tsf 2/9/81 RD
12-5-80 lens
98-
100HH - pocket penetrometer
- 101.0-101.4 well cemented sand- >4.5 ts-F 2/9/81
stone PB-3 3 PB 1.4/2.5 recovery
102-
RD
104-
non-parallel medium to very thin
ss
106
laminae of olive black sandy claystone and greenish gray friable fine to medium sandstone
pocket penetrometer >4.5 tsf 2/9/81 1.3/1.4 recovery
u-ui J-17J
re-fusal a-4-6.5"---
RD
108-
110- 450
PB-4 4 PB pocket penetrometer
>4.5 tsf 2/9/81
112- 2.5/2.5 recovery
114-
80°
/
dusky yellowish brown sandy
claystone PB-5 5 PB 2.0/2.5 recovery
2.5/2.5 recovery
Sheet 5 of 9 PB-6 6
- PB
.
S
.
Project DESIGN UNIT A425 Date Drilled 1212-8/80 Hole No. CEG 34
0)
MATERIAL CLASSIFICATION REMARKS 0
50.5-200.5 INTERBEDDED SHALE AND SANDSTONE pocket penetrometer )4.5 tsf 2/9/81
(continued) PB-6 6 PB 2.5/2.5 recovery
117.5-118.4 thin to very thin - 118- - alternating shale and sandstone
laminae; from 119.0 olive black PB-7 7 PB 1.8/2.5 recovery shale
120--
- PB-8 8 PB 2.5/2.5 recovery
121.4-122.4 moderate to well
122- - cemented sandstone
Physical Conditions: (continue )
little fractured primarily alonc PB-9 9 PB 2.2/2.5 recovery bedding planes; low hardness;
124- friable to weak strength; fresh
5° 1.5/1.5 recovery PB-ia 10 PB 126- -
variable resistance from 126-126.5';
RD refusal at 126.5'
128- medium to very thin laminae - of alternating shale and sub- ordinate sandstone B-11 11 PB 2.0/2.5 recovery
pocket penetrometer
>4.5 tsf 2/9/81 130
PB-i;.. 12 PB 2.5/2.5 recovery
132-
well cemented sandstone from 12-6-80 8-13 13
- PB 131.0-132.0, 133.2 to 133.5 0.5/0.5 recovery
133.0-133.5' rod 134-
RD chatter
o-: ;o
8-14 14 PB 2.5/2.5 recovery 136-
shale from 137.0 to 137.5'
'B-15 J.5...... recovery ..E&0.2/O.2 138
3-16 16 PB 2.1/2.1 recovery
Sheet 6 of 14_____________--
S
.
.
Project DESIGN UNIT A425 Date Drilled 12/2-8/80 Hole No. CEG 34
MATERIAL CLASSIFICATION REMARKS
140 50.5-200.5 INTERBEDDED SHALE AND SANDSTONE
(continued) alternating medium PB-i; 17 PB 2.5/2.5 recovery to very thin laminae of shale
142- and subordinate sandstone
-
shale from 143.0 to 145.0' PB-18 18 PB 2.5/2.5 recovery
144- . minor rod chatter from 143.5 to 145.0'
pocket penetrometer >4.5 tsf 2/9/81
146- PB-19 19 PB 1.5/1.5 recovery
0.1/0.1 recovery ____ RD
friable sandstone from 147.7 moderate rod chatter; - 148- to 148.1' resumed pitcher sampi
ing at 147.5-150.0' PB-21 21 PB
10- 50 2.5/2.5 recovery
150-- -- sandstone from 150.5 to 150.8'; PB-22 22 PB 0.8/0.8 recovery 152.0 to 152.5' moderate rod chatter
RD 150.8 to 151.8'
152-- - PB-23 23 PB pocket penetronieter
>4.5 tsf 2/9/81 2.5/2.5 recovery 154-
154.5' well cemented sandstone RD
rB-4 24 PB
156- . .
Physical Condition: (continued little fractured; low hardness; 2.5/2.5 recovery
-
friable to weak strength; fresh
158 shale from 158.2 to 158.8', moderate rod chatter
- .
159.2 to 160.6' PB-25 25 PB 2.5/2.5 recovery
160-
PB-26 26 PB 2.5/2.5 recovery
recovery 2.0/2.5 'B-27 27 PB Sheet 7 of 9
164 ____ ___ -
.
.
S
Project DESIGN UNIT A425 Date Drilled 12/2-8/80 Hole No. CEG 34
MATERIAL CLASSIFICATION REMARKS
0.5-200.5 INTERBEDDED SHALE AND SANDSTONE: 'B-27 27 PB
(continued) alternating medium -
to very thin laminae of shale
166- and subordinate sandstone with lesser very thin siltstone laminae.
2.5/2.5 recovery moderate rod chatter from 167.0-168.0'
PB-2 28 PB
sandstone from 167.0 to 168.0' , pocket penetrometer 169.5 to 170.0' >4.5 tsf 2/9/81
168- O-2)°
Physical Condition: little fractured along bedding planes; B-29 29 PB 2.5/2.5 recovery friable to low hardness; friable
170 to weak strength; fresh
considerable rod chatter
RD
172- 0.2/0.2 recovery -3U 3T I
RD
12-7-80 0.8/1.0 recovery moderate rod chatter
174- 174.0-174.4 medium to coarse sandstone
B-31 31 PB
- 'B-32 32 PB 0.9/1.0 recovery
176- shale from 175.6 to 177.0' 1.5/1.5 recovery 'B-33 33 PB
considerable rod
RD chatter
178 rio- o
B-34 34 PB 2.5/2.5 recovery
180- -
-
180.6 to 181.2' well cemented sandstone 0.6/0.6 recovery 'B-35 35 PB
RD
182- well cemented sandstone 181.5 to
182.4', 183.0 to 183.2' 0.4/0.4 recovery 'B-36 36 PB
RD
184-fl 6° 184.0 to 200.0' alternating shale, sandstone and subordinate' siltstone; siltstone moderate
37
86-
400
80°
brown, sandstone olive gray very thin to thick parallel larninae, shale dusky yellowish
Box
#1 1 C
7' brown to olive black very thin
B0° to medium parallel laminae
/ Sheet 8 of
.
C
.
Project DESIGN UNIT A425 Date Drilled 12/2-8/80 Hole No. CEG 34
MATERIAL CLASSIFiCATION REMARKS
188
I 50.5-200.5 INTERBEDDED SHALE AND SANDSTONE: 1 C 4.8/5.0 recovery
.5- ° (continued) very thin shale
laminae from 188.0 to 188.7' Box
#2
190- Physical Condition: little fractured; friable to low hard-
2 4.2/4.2 recovery . 450 ness; friable to weak strength;
fresh 1/ 192- 189.0-190.8' dusky brown very
thin shale laminae
194-
194.6 to 197.6 dark greenish - gray; fine to coarse sandstone Box
#3 3 5.0/5.0 recovery
196- -55°
198- - very thin shale laminae from
198.0 to 198.5' ; very thin 12-8-80
- -750 fine sandstone from 198.5 to
4 1.5/1.5 recovery 199.7'
20± - B.H. 200.5 Terminated hole Installed 100.0' of
- 4" PVC and grouted; pushed 3.0' of 6" ID
202- PVC below sidewalk surface, steel water cover was then set flush with concrete surface.
204-
206-
208-
210
Sheet 9 of9
.
.
.
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER LOCATIONS OR TIME.
DESIGN UNIT A 425 Proj:
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG 34-1
Date Drilled 11/5-6/83 Ground Elev. 580'
Drill Rig FAILING 1500 Logged By L. Schoeberlein Total Depth 114.5'
Hole Diameter 4 7/8" Hammer Weight & Fall 140 lb. ( 3fl"
MATERAL CLASSFIGATION REMARKS
0.0-0.3 ASPHALT RD start drilling 4:15
0.3-0.5 BASEROCK _.LL
-ML ALLUVIUM 0.5-4.0 CLAYEY_SILT:dusky brown; low to
2- 6drateiy plastic fines; trace fine sand; firm; moist
T4.0-37.6 C SANDY CLAY: moderate brown, moderate plastic fines, trace
fine sand; very stiff; moist increased sand content at 5
Recovery 1.2/1.5 s ss 11
14 6-
set up tub and cased t RD
5' mixed mud
Recovery 1.0/1.0 9 DR
C-i 13 8-- hard
3-2 10 S Recovery 1.0/1.5
10T 18
5:30 11-5-83
7:00 11-6-83
12-- - Recovery 1.8/2.5
some medium to coarse sand PB-i PB pocket pen: 3.25 tsf
14T SC 14.5' clayey sand
- Recovery 1.4/1.5 7 ;s
11 3
16-- -- -
increased content of fine sand 5 DR 0-2 9
18- Recovery 1.0/1.0 - -
Sti ff
Recovery J.0/1.5 Sheet ____of
L
.
.
Project DESIGN UNIT A 425 Date Drilled 11/5-6/83 Hole No. 34-1
= = MATERIAL CLASSIFICATION
L.J
c= REMARKS
20
22-
24-
26-
28--
30-
32--
34-
36---
38-
40--
42
CL
-(SM
4.0-37.6 SANDY CLAY: (continued)
sand content decreases with depth
becomes soft to firm
34.0-34.3 silty sand lens
35.0-silty clay lens; very stiff
37.6-43.0 CLAYEY_SAND: dark yellowish brown; fine to coarse sand;
occasional gravel; medium;
dense; moist to wet
silty sand lens
43.0-54.0 CLAYEY SILT: dusky yellowish brown (see next page
9 SS
Recovery 2.4/2.5
Recovery 1.5/1.5
Recovery 1.0/1.0
10-weight of hammer
Recovery 0.0/1.5
Recovery 2.5/2.5
Recovery 1.0/1.5
Recovery 1.0/1.0
ecovery 0.3/1.5
Sheet 2 of
RD
P8-2 PB
3-6
2 SS
RD
5 DR
C-3 7
RD
0 SS1st
RD
PB-3
- PB
3-6
6 SS
RD
_7 DR
c
SM
C-4 17
RD
3-7 ----- SS
8
RD
PB-4 PB
1L
-
C
C
Project DESIGN UNIT A 425 Date Drilled 11/5-6/83 Hole No. 34-1
MATERIAL CLASSIFICATION REMARKS
44 ML 43.0-54.0 CLAYEY SILT: (continued)' low PB
plastic fines; trace fine sand SS -
medium dense; moist J-8 Recovery 1.5/1.5
46-- 10
48- -
- becomes loose ____
0
- SS weight of hammer for
50 11" Recovery 0.0/1.5 sample pulled out -
. RD
52 ML)52 (SM)
0-530 sandy silt/silty sand lens increased clay content with dept
Recovery 1.0/1.0 11 DR
C5 RD
54.0-57.5 SANDY CLAY: olive grey; moderate Ct
plastic; fines; fine sand; very stiff; moist
Recovery 0.6/1.5 5
56 SC grades to clayey sand with depth contains some gravel
RD
58- SP/ SM
57.5-68.0 SAND/SILTY SAND: salt and peppe:;
fine sand; occasional gravelly sand lenses; very dense; wet
- SS
34 -
some bedding apparent ecovery 1.0/1.5
60-
62- PB-5 PB ecovery 0.9/1.8
(CL 63.8- sandy clay/silty sand in tip of
64- - sample J-ll 45
31 (SC 63.8-65.3-clayey sand; sand; gravel .ecovery 0.5/1.5 18 -
611 cobble
Sheet 3 of 5
[I
.
S
Project DESIGN UNIT A 425 Date Drilled 11/5-6-/83 Hole No. 34-1
= MATERIAL CLASSIFICATION REMARKS
TOPANGA FORMATION RD
68.0-114.5 INTERBEDDED CLAYSTONE & SAND- J-12 3...... SS STONE: brownish black; fe
33
70" stained mottled; contains sand
lenses of varying thickness; occasional cemented zones; steeply dipping -- 700
:ecovery 0.7/1.5
72 -
physical condition: little fractured; friable to low
hardness; friable to weak strength; little weathered
:ecovery 0.7/0.9 55 DR
C-6
74
76
78- thinly bedded 1/8'- 1/4"
ecovery 0.5/0.5 J-13 54 SS
RD 80 T
82- becomes massive P8-6 PB ecovery 1.1/2.5
84-
RD
86-
88- - interbedded; weakly to nioderatel
cemented Recovery 0.6/0.7
78 - DR
8O2.5h
RD
Sheet 4 of 5
92 ___
.
n
.
Project DESIGN UNIT A425 Date DriUed 11/5-6/83 Ho'e No. 34-1
MATERIAL CLASSIFICATION REMARKS
68.0-114.5 INTERBEDDED CLAYSTONE & SAND- PB-7 PB
STONE: (continued)
Recovery 1.8/2.5
94 H
RD
96
98--- 66
100- C-B 5H Recovery 0.8/0.9
RD occasional chatter 100-
102-
B-i PB tube smashed; cut thin 104- samp1e/1 d x 7
interbedded: slicken sides long
-
some fracture surfaces in RD
massive claystone 106-
occasional chatter
108-
112
PB-8 PB ecovery 2.1/2.5
__________________________________________
H 114.5 Terminated Hole onlplete dri ling 3:30 remjed grout to surfa Sheet 5 of 5 __ __ - ___________
.
C
.
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER LOCATIONS OR TIME.
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG 34-2
Proj: DESIGN UNIT A425 Date Drilled 11/5/83 Ground Elev. 579'
Drill Rig Failing 1500 Logged By L. Schoeberlein Total Depth 100.5'
Hole Diameter 4 7/8" Hammer Weight & Fall 140 lb @ 30"
= MATERIAL CLASSIFICATION ± U)
REMARKS
AC 0.0-0.5 ASPHALT RD start drilling 7:30
0 5-0. 7 K -&P-
SM LUVIUM 0.7-1.5 SILTY SAND: greyish brown; fine
2-- sand
CL 1.5-3.5 SANDY CLAY: greyish brown; mod-
- erately plastic fines; trace fin
sand; occasional organics; very
stiff; moist 3.5-5.0 CLAYEY_SAND: dark yellowish 3C
5n; fine sand; dense; moist 0.811.5 recovery 10
r 16 5.0-33.5 SANDY CLAY/CLAYEY SAND: dark 3-1
21 6-
SC llowish brown; moderately plastic fines; fine sand; very tub and cased to RIT
stiff to hard; moist; medium ±5' - dense
0.9/1.0 recovery 10 DR
C-i ____ 19 -
pocket penetrorneter 3.25 tsf
RD
10- sand content varies with depth;
becomes firm to stiff
12-- PB 2.5/2.5 recovery
PB-i
14-
1.5/1.5 recovery 3 SS
5 J-2
16-
-
18-- SC 17.5-18.0' clayey sand
1.0/1.0 recovery pocket penetrometer 1.25 tsf
6
C-2 11
RD
becomes soft to firm; loose to
medium dense
1.5/1.5 recovery
Sheet 1 of 5 33 2
.
.
Project DESIGN UNIT A425 Date Drilled 11/5/83 Hole No. 34-2
'- MATERIAL CLASSIFICATION REMARKS
20 CL 5.0-33.5 SANDY CLAYJCLAYEY SAND: (cont.)
-
SC - RD
22-- - 2.5/2.5 recovery
PB-2 PB
24- becomes stiff to medium dense;
2 SS (SC 6' clayey sand lens 1.5/1.5 recovery
3-4 _4__
26-- _-r -_ RD
1.0/1.0 recovery
28- pocket penetrometer 0.5 tsf
C-3 6 -
30-
-(SC 4" clayey sand lens; becomes
very soft to very loose
RD
1.5/1.5 recovery weight of rods and
hammer pushed sampler 3-5
0 0
-r--
RD
32--
PB-3 PB 2.512.5 recovery
33.5-37.0 SILTY SAND: dark yellowish M
-
brown; fine sand; low plastic fines; sand content varies in
interbeds; loose to medium
0.0/1.5 recovery 0 SS
4 j
8 36-
dense; wet
RD
37.0-40.0 SANDY CLAY: dark yellowish 0.3/1.0 recovery CL 8 DR
38- brown; moderately plastic fines;
fine sand; stiff; wet C-4 29
RD
1.5/1.5 recovery 1 SS
4 40-- 40.0-43.0 SILTY CLAY: dark yellowish
3-6
CL RD
. 5Fown; maerately plastic fines; trace fine sand; stiff; wet
42- - PB-4 PB 2.5/2.5 recovery
43.0-45.5 CLAYEY SILT: dusky yellowish brown;i6piastjc fines
Sheet 2 of ML
.
C
.
Project DESIGN UNI.T A425 Date DnIled 1115183 Hole No. 34-2
= MATERIAL CLASSIFICATION -J
U,
Cl) - LLI
REMARKS
44 ML 43.0-45.5 CLAYEY_SILT: (continued) PB
1 SS iijum de; wet 1.5/1.5 recovery
10 -7
46- 45.5-57.0 SANDY CLAY: moderate olive
grey; moderately plastic fines; fine sand; stiff; moist; inter-
beds with silts and sands
:CL
:(ML
(SM
13
RD
48-
1.0/1.5 recovery 3 SS
4 50 increased clay content with
d-8
depth with sand lenses 2" RD thick; sands are wet
52-- (ML
(SM
interbedded silty clay, clayey silt; sandy clay and sandy silt
1.0/1.0 recovery pocket penetrorneter 0.5 tsf
9 DR
C-5
(CL contains wood fragments RD
-
Sl 611 sand lens; saturated 1.0/1.5 recovery 12 SS
56-- 13
RD
rig chatter
58- SP
H
57.0-67.0 SAND: salt and pepper; fine to medium sand; trace silt; trace coarse sand! fine gravel
- in interbeds; very dense; wet; various origins 0.3/1.0 recovery 13 SS
27 60--- J-10
RD -
62--- occasional cobbles
PB-5 PB 1.4/2.5 recovery
64-
J._ SS 0.5/1.5 recovery
66- coarse gravels
n-1 __ RD
Sheet 3 of TOPANGA FORMATION 67.0-100.5 CLAYSTONF- light grey; vry
.
.
.
Project DESIGN UNIT A425 Date Drilled 11/5/83 Hole No. 34-2
MATERIAL CLASSIFICATION REMARKS
68 67.0-100.5 CLAYSTONE: (continued) RD
stiff to hard; moist; occasion- al thin interbeds; uncemented 0.0/1.5 recovery 7 SS
25 70- to weakly cemented 3-12 full of gravel with
small sliced sample Physical Condition: little of grey clay fractured to massive; friable RD
to low hardness; friable to
72- weak strength; fresh to little weathered 0.0/1.0 recovery j,_
- DR
43 sample fell out becoming light olive grey with interbeds of light grey
74
1.5/1.5 recovery 3-13
SS
76-- RD
78-
2.0/2.0 recovery PB-6 PB
1.5/1.5 recovery 13_ SS
82-- 3-14 .3Th
46
becomes weakly cemented
84-- C-6 i.3f fiR.. 0.5/0.5 recovery
RD
86
88--
PB-7 PB 2.5/2.5 recovery
90-
1.5/1.5 recovery 3-15
SS .JL. 28
Sheet 4 of 5
.
.
Project DESIGN UNIT A425 Date Drilled 11/5/83 Hole No. 34-2
MATERIAL CLASSIFICATION REMARKS
92 67.0-100.5 CLAYSTONE: (continued) RD
grades to olive grey with med- ium dark grey interbeds steep- iy dipping 7QO
94 0.9/1.0 recovery ii
C-7 83
RD
96
98
steeply dipping thin interbeds of weakly cemented sand PB-8 PB 2.5/2.5 recovery
- rolled tube under
B.H. 100.5t Terminated hole complete drilling 2:30 11/5/83
102- - tremied grout to surface
104-
106T
108-
iio-
112-
114-
Sheet of 5
116 ____ ___ - _________________
S
.
.
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CDNDITIONS
MAY DIFFER AT OTHER LOCATIONS OR TIME.
Proj: DESIGN UNIT A425 Date Drilled
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG 343
10/26-27/83 Ground Elev. 577'
Drill Rig Failing 1501) Logged By I . Srhnehrlein Total Depth 1155'
Hole Diameter _ 4 7/8" Hammer Weight & Fall 140 lb @ 30"
- L) MATERIAL CLASSIFICATION
-
C.,)
-J
- LJ
REMARKS
AC 0.0-0.4 ASPHALT RD start drilling 7:30 ALLUVIUM
CL 0.4-3.0 SANDY CLAY: olive black; mode-
rately plastic fines; fine sand;
2- - soft; moist
3.0-6.5 SILTY CLAY: greyish brown; mod- CL
4- erately plastic fines; very stiff moist
2
- SS - . 1.2/1.5 recovery
8 color change to moderate brown; 3-1
6-- some very fine sand 13
8-
6.5-13.5 SANDY CLAY: moderate brown; moderately plastic fines; fine sand; very stiff; moist
RD set tub and cased to
0.8/1.0 recovery pocket pen:) 4.5 tsf
-CL
-
DR C-i
s-- 9
RD
10- sand content decreases 0.7/1.5 recovery
3-2
9 SS
7
L4
RD
- PB-i PB 2.5/2.5 recovery
14- 13.5-15.0 CLAYEY SAND: moderate brown;
16H
fine sand; moderately plastic fines; medium dense; moist
15.0-23.5 SANDY CLAY: moderate brown; fine sand; stiff; moist
1.0/1.5 recovery
3-3
2 SS
CL
H
5
p-
18--
17.5' decrease sand content becomes silty clay
1.0/1.0 recovery pocket pen: 1.25 tsf
3 DR
C-2 5
RD -
.
increased sand content 0.5/1.5 recovery
Sheet 1 of S 34 2 - SS
.
.
Project DESIGN HNIT A425 Date Drilled 10/26-27/83 Hole No. -3
(__)
MATERIAL CLASSIFICATION -J
C-')
C-') J LU
REMARKS
CL 15.0-23.5 SANDY CLiY: (continued)
RD
22--
PB-2 PB 2.5/2.5 recovery
24- 23.5-27.5 CLAYEY SAND: moderate brown; .SC
fine sand; moderately plastic 3
- SS fines; medium dense; moist to 0.7/1.5 recovery
5 wet J-5
26- decrease fine content 13
_____ ____ - - RD
0.8/1.0 recovery 7 DR
-CL 28- 27.5-37.8 SANDY CLAY: moderate brown; moderately plastic fines; fine RD
- sand; occasional gravel; moist - _____ ____ 5 SS to wet; stiff 1.5/1.5 recovery 8 30 - 3 silty clay lens; stiff
3-6
8
RD -
color change to olive grey PB-3 PB 2.5/2.5 recovery
34-:
- becomes stiff to very stiff 1.5/1.5 recovery 3-7
1 SS
7
13 36-- RD decreased sand content
1.0/1.0 recovery .4._ DR
38ff -SC 37.8-43.0 CLAYEY SAND: moderate brown; C-4 L__..
fine sand; low to moderately plastic fines; moist to wet; loose D.0/1.5 recovery SS
40-- fell out
RD
42
PB-4 PB 2.2/2.5 recovery
ML A4_ 43.0-45.2 SILT: olive grey; low plastic Sheet 2 of S
.
I
.
Project DESIGN UNIT A425 Date Drilled 10/26-27/83 Hole No. 34-3
= (,
MATERIAL CLASSIFICATION J
-J
-
REMARKS
: ML 43.0-45.2 SILT: (continued)
fines; medium dense; wet 1.3/1.5 recovery 3-8
SS
5
CL 45.2-47.5 SILTY CLAY: olive grey; 46 moderately plastic fines;
stiff to very stiff; moist to RD
wet
48- ML 47.5-50.0 SANDY SILT: olive grey; low
plastic fines; very fine sand SS moist to wet 1.5/1.5 recovery
3-9 2 first 6" sample sinks by weight of rod 12
CL 50.0-51.5 SANDY CLAY: olive grey; moderately plastic fines; RD
fine sand; stiff; moist
52- -.SM 51.5-53.5 SILTY SAND: olive grey; very
fine sand; dense; moist to 1.0/1.0 recovery 7 - DR
C-5 23 wet
RD
54._ SM 53.5-63.5 SILTY SAND: olive grey; fine to coarse sand, angular;
some silty clay 1" lenses;
dense; wet
0.9/1.5 recovery
3-10
15 SS
20
56-- RD
58- - grades to dark grey
SP some sand lenses 1.0/1.5 recovery SS _&.
60 organic odor, contains wood 3-11
fragments; becomes medium - dense RD
GM gravelly lens PB-5 PB 2.0/2.5 recovery
64- TOPANGA FORMATION
66-
75
63.5-115.5 INTERBEDDED CLAYSTONE AND
SANDSTONE: claystone olive grey; sandstone bluish grey;
thinly bedded sandstone beds in thinly to thickly bedded
0.7/1.5 recovery 3-12
10
r SS
48 _____ ____
RD
68
claystone; weakly to modera- tely cemented; minor offsets of beds-' '
' mass iv rlaysrnn Sheet 3 of 5
_____________________ 38 13W -
[1
.
C
Project DESIGN UNIT A425 Date Drilled 10/26 -2 7/83 Hole No.
MATERIAL CLASSIFICATION REMARKS =
68 63.5-115.5 INTERBEDDED CLAYSTONE AND C6 3.4/0.8 recovery
SANDSTONE: (continued) RD
Physical Condition: moderatel
70- - fractured; low hardness; mod-
erate strong; fresh
contains some siltstone lenses minor oil on tub
72-
PB rig chatter sliced whole sample smashed tube at start
contains chert? hard nodules continued steep dip PB-6 PB re-cut new sample
2.2/2.4 recovery 76 -
U.2/0.2 recovery J-13 5O
78- RD
80-
82-
84- increased claystone content, coal seam 111611 wide
PB-7 PB 2.4/2.5 recovery
86- T 10/26/83
10/27/83 -
RD leaned tub
ater at 18
88-
oH well cemented zone 8" thick, rig chatter increased sand in this zone
Sheet of 5 92
.
.
Project DESIGN UNIT A425 Date Drilled 10/26-27/83 Hole No. 34-3
MATERIAL CLASSIFICATION REMARKS
63.5-115.5 INTERBEDDED CLAYSTONE AND RD SANDSTONE: (continued)
94-- massive claystone PB-8 PB 2.1/2.1 recovery
- too hard to cut, stopped short
RD 96
98-
100-
102-
PB-9 PB 1O4 primarily sandstone, contains 2.3/2.4 recovery
irregular organics (probably wood)
1O6 RD intense rig chatter
massive claystone quiet
108-
well cemented zone intense chatter
110- luiet
ig chatter 311
112- H
1.4/2.5 recovery
ompleted drilling 114- installed piezometer
well cemented sandstone to bottom; 95-115' .......L.
PB-iD P$' slotted / Sheet 5 of 5
B.H. 115.5 Terminaed hole 116 - ______________________
.
.
.
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY Al THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER Al OTHER LOCATIONS OR TIME.
Converse Consultants, Inc.
Earth Sciences Associates
Geo/Resource Consultants
BORING LOG 344
Proj: DESIGN UNIT A 425 Date Drilled 10/27-28/83 Ground Elev. 575'
Drill Rig Failing 1500 Logged By L. Schoeberlein Total Depth 114.fl'
Hole Diameter _ '" Hammer Weight & Fall 140 lb. @ 30"
MATERIAL CLASSIFICATION -
CJ)
-J
_J LU
REMARKS
__ 0.0-0.4 ASPHALT RD start drilling 1:45
0.4-0.7 BASEROCK CL ALLUVIUM
0.7-26.5 SANDY CLAY: greyish brown; low t
2- moderately plastic fines, fine sand; stiff; moist
4.... grading to moderate brown color
J-1 SS Recovery 1.2/1.5 _.5......
11 -
6-- set tub & cased to 5'
RD
5DR C-1 8 8- grading to moderate brown; sand
content increases; but variable
recovery 0.8/1.0 RD
J-2 SS
10- (GM occasional thin (2") gravel lense recovery 1.0/1.5
12-- - recovery 1.7/2.5
PB-i PB
14 S() 14.0-14.5 clayey sand
16- recovery 1.0/1.5 - RD
18-- 17.5-18.0 silty clay recovery 1.0/1.0
pocket pen : 0.5 tsf C-2 3 --
RD
1' lens with increased sand content Sheet _____of _____ 3-4
---- ss 3
.
.
.
Project DESIGN UNIT A425 Date Drilled 1O/2728/83 Hole No. 34-4
MATERIAL CLASSIFICATION 0
C,,
REMARKS
20: CL 0.7-26.5 SANDY CLAY: (continued) 3 SS recovery 1.5/1.5
RD
22- recovery 2.0/2.5 P2 PB
- pocket pen: 0.5 tsf
24-
recovery 1.0/1.5 - i._ SS
26- -- RD
26.5-27.0 CLAVEY SAND: moderate brown fine sand; dense; moist to wet
recovery 1.0/1.0 2
C-3 28 T
:SM 27.0-31.5 SILTY SAND/SAND: moderate brown: fine sand; very dense; wet; silt content increases in lenses and
- RD
some lenses coarse sand encount- recovery 0.0/1.5 13
30 ered
27
26
32 SC 31.5-35.5 CLAVEY SAND: olive grey; very
fine sand; ocassional silty sand recovery 2.5/2.5
S(1) lenses; medium dense; moist PB-3 PB
34- -
recovery 1.2/1.5 3-6 5
6
12 36- 35.6-41.5 SANDY CLAY: dark olive grey;
moderately plastic fines; very -CL
fine sand; stiff; moist to wet 6
recovery 1.0/1.0 C-4 11
38 T(S )
sand content increases with some clayey sand lenses
RD
40-- recovery 1.5/1.5 3-7
3
ss r- 8
RD
42- 41.5-50.0 SILTY CLAY: olive grey; moder- -CL
ately plastic fines; stiff; rnoi recovery 2.5/2.5
A4_____________-- PB-4 PB Sheet
2 of ____
S
.
Project DESIGN UNIT A 425 Date DriUed 10/27-28/83 Hole No. 34-4
= _ Cl,
MATERIAL CLASSIFICATION 0
Cl,
REMARKS
44 CL 41.5-50.0 SILTY CLAY: (continued)
interbedded silt; sandy clay; silty sand; lenses 1/8 to
recovery 1.2/1.5 3-8 ._. 8
46- (M
(S ) 6'; organic odor some wood
I) fragments 14
48
silty very fine sand recovery 0.3/1.5 3-9 SS
50- 50.0-66.5 SAND:olive grey; fine sand; trace silt; very dense; wet
14 SP
RD
52-- ecovery 0.9/1.0 23 DR
C- Irilled out and took
54--
;s sample ecovery 0.3/1.5
3-10 25
RD
56-
58-- contains some coarse sand; fine gravel; dense
ecovery 0.7/1.5 31] -- JJ... SS 16
RD 60-
62-
- . PB-5 PB
saturated recovery 1.5/2.5
64- -(SN 64.0-65.0 silty_sand/sand SP)
3-12 20 SS gravel lenses 3' thick
recovery 1.0/1.0 53
66 :
-
- TOPANGA_FORMATION
6.5-1l4.0 INTERBEDDED_CLAYSTONE/SILTSTONE: oVeg rey1 ays tone ;bTUTh grey; thinly to thickly bedded; rig chatter
RD
sandstone i-" to 6";dominantly (cntin ed) Sheet of 5
.
O
.
Project DESIGN UNIT A425 Date Drilled 10/27-28/83 Hole No. 34-4
MATERIAL CLASSIFICATION REMARKS
0 41.5-50.6 SILTY CLAY: (continued)clay- RD
stone;interbeds " to massive; 5.0 10 5_O-2 weakly to moderately cemented
70- ocassional chatter
72 .
Physical Condition: moderately recovery 0.4/0.6 nartial
C-6 r).
RD fractured; low hardness to hard; moderately strong to strong; fres rig chatter
74.
76
78- rig chatter
80-
82 massive claystone recovery 2.5/2.5 PB-6 PB
84 massive claystone recovery 0.8/0.8 J-l4 47 SS
50-4'
RD
86- oil on tub
88--
90
Sheet 4 of 5 r 92
.
[IJ
C
Project DESIGN UNIT A425 Date Drilled 10/2728/83 Hole No. 344
MATERIAL CLASSIHCATION REMARKS
92 66.0-114.0 INTERBEDDED CLAYSTONE/SANDSTON P5-7 PB recovery 2.5/2.5 (continued) massive claystone
RD
96
- cemented sand lens 6' rig chatter
98-
100- cemented rig chatter
interbedded PB-8 PB 102-
recovery 2.7/2.7
104- ____ - RD
106 cemented sand rig chatter
1081
hoff end chatter
112- . interbedded PB-9 PB
recovery 1.9/2.0
114 H 114.0' Terminated Hole completed drilling
10:30, 10-28-83 grouted to 5ura e Sheet 5 ol -
C
IHIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER LOCATIONS OH TIME.
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG 345
Proj: DESIGN UNIT A425 Date DriUed 10/24-25/83 Ground Elev.
Drill Rig Failing 1500 Logged By L. Schoeberlein Total Depth - 4 7/811
Hole Diameter______________ Hammer Weight & Fall 140 lb 0 30
573'
1O) '
MATERIAL CLASSIFICATION REMARKS
:AC 0.0-0.5 ASPHALT AD start drilling 11:45
CF 1\LLUVIUM
0.5-1.0 SILTY CLAY: greyish brown
CL 1.0-17.0 SANDY CLAY: greyish brown; mod-
2- ately plastic fines; fine
sand, occasional coarse sand; 1.2/1.5 recovery 2 - SS
2 soft to firin; moist 3-1 3-
4- color change to dark yellowish brown
6- -
a- - very stiff set tub & cased to 6' 6 SS
12 3-2 1.0/1.5 recovery 19
RD 10-
12- color change to moderate yellow- ish brown; sand content increases
____ 1.2/1.5 recovery
33
____ 4 SS
8
16
RD 14- -
16- -
2.5/2.5 recovery PB-i PB
16.0-17.0 silty clay
SC 18-
17.0-23.0 CLAYEY SAND: moderate yellowish brown; fine sand; loose; wet 1.2/1.5 recovery j_4
3 55 5
__________--_____ Sheet 1 of 6
.
.
Project DESIGN UNIT A425 Date Drilled 10/24-25/83 Hole No. 34-5
=
= MATERIAL CLASSIFICATION - = I1EMARKS
20 :sC 17.0-23.0 CLAYEY SAND: (continued) RD
22- -- 3 SS 0.7/1.5 recovery
4 J-5
CL 5 23.0-25.0 SANDY CLAY: moderate yellowish
RD 24- - 5in; fine sand; stiff; moist
slight chatter
24.5-25.0 cemented sand zone
SC 25.0-27.0 CLAYEY SAND: moderate yellowis
26- .. brown; fine sand; loose to med-
ium dense; wet PB-2 PB 2.5/2.5 recovery
27.0-28.5 SANDY CLAY: moderate yellowish CL
J-6 4
- SS
28- H brown; fine sand; stiff; moist 0.7/1.5 recovery
10
:SC 7 28.5-31.0 CLAYEY SAND: moderate yellow- _____ RD ish brown; fine sand; plastic
3O- - fines; loose to medium dense;
wet
31.0-33.0 SAND: moderate yellowish brown SP
fine sand; trace silt; loose to
medium dense; saturated 1.0/1.5 recovery _____ ____
4
- SS
7 J-7
CL 6 33.0-34.5 SILTY CLAY: moderate yellowish RD
34 H brown; stiff; moist
34.5-36.5 SANDY CLAY: moderate yellowish CL
brown; fine sand; firm; moist
36-- to wet PB-3 PB 2.3/2.5 recovery
- 36.5-43.0 SILTY CLAY: greenish black; CL
moderately to highly plastic
J8 2
- SS
38H fines; stiff; moist 0.6/1.5 recovery
hole caving in, mixed 8 mud, from 31'
RD
4O- -
42-- -- J-9
1.5/1.5 recovery _J__ 11
:SP 43.0-44.5 SAND: greenish black; Sheet 2 of 6 -
.
.
.
Project DESIGN UNIT A425 Date Dt-iUed 10/24-25/83 Hole No. 345
MATERIAL CLASSIFICATION REMARKS
44 SP 43.0-44.5 SAND: (continued)
fine to medium dense sand;
trace silt; medium dense; sat-
urated 1.0/1.0 recovery i5
' 46- ilL 44.5-50.0 SANDY SILT: greenish black; _1L -
-
very fine sand; medium dense;
moist; contains wood fragments RD
and rootlets; sulfur odor
48- H
GM color change, gravelly lense rig chatter
TOPANGA FORMATION 50.0-122.6 INTERBEDDED CLAYSTONE AND SAND
52T
STONE: olive grey claystone and medium bluish grey sand-
stone; thinly bedded sand to
" with thinly to thickly
bedded claystone; weakly cern-
_.Z__
RD
E
ented, well cemented in places;
54. sand lenses very fine grained
rig chatter
PB-4 PB 56- Physical Condition: moderately fractured to massive; low hard-
2.5/2.5 recovery
ness; weak strength; little weathered to fresh
58 :
sandy claystone lense 2' thick 0.9/0.9 recovery
3-11 29 SS bU-
RD
60- -
62-
75 interbedded, thin sandstone lenses
0.8/0.8 recovery 10/24/83 3-12
24 SS 5O-'
RD 10/25/83
64T
massive 0.5/0.8 recovery f3
C-2
66- RD
Sheet __of 6
68 --
.
n
Project DESIGN UNIT A425 Date Drilled 10/24-25/83 Hole No.
MATERIAL CLASSIFICATION REMARKS
50.0-122.6 INTERBEDDED CLAYSTONE AND SAND RD
STONE: (continued)
70-
massive claystone PB-S PB 2.4/2.5 recovery
72
calcite in fractures 0.8/0.9 recovery 32 SS
J-13 50-
RD
76- massive, slight increase in
cementation, slicks on some fracture surfaces and bedding
0.8/0.8 recovery 61 DR C-3 5u
RD
planes
78 cemented zone (hard) sandstone lenses (thin) rig chatter
80- - interbedded primarily clayston'
PB-6 PB 2.4/2.5 recovery
82-
- RD
84-
0.7/0.9 recovery 42 DR
C-4 5U- interbedded primarily clay- 86 stone;slicks on some fracture
surfaces and bedding planes RD
well cemented (hard) 1 sandy
88T claystone/claystone
90- moderately well cemented sandy
claystone P8-7 PB 2.2/2.5 recovery
92 Sheet 4 of 6
.
C
I
Project DESIGN UNIT A425 Date Drilled lO/2425/83 Hole No. 34
cJ)
MATERIAL CLASSIFICATION - -
REMARKS
92 50.0-122.6 INTERBEDDED CLAYSTONE AND SAND- PB-7
RD STONE: (continued)
94 intense rig chatter
cemented zone (hard)
____ 0.7/0.9 recove.ry 40 DR
C-5 5D' massive claystone bedding planes 96 but no interbeds RD
slight oil slick on tub
98-
rig chatter
cemented zone mud too thick
slightly metamorphosed sandstone cleaned out tub 100-
contains numerous quartz veins;
slicken sides in shale beds PB-8 PB 1.3/1.6 recovery hard cutting pulled out early -
102- RD heavy chatter
104- - heavy chatter
continued well cemented partial- C-6 120- DR
ly metamorphosed sandstone and -,---.
IO6H - shale
108-
heavy chatter
110- smoother
weakly to moderately cemented shale, sandy claystone, sand- PB-9 PB 2.5/2.5 recovery
stone 112-
RD 114-
0.3/0.4 recovery
115.4' sandstone Sheet of 6 C-7 125-
.
.
.
Project DESIGN UNIT A425 Date Drilled lO/2425/83 Hole No. 34-5
MATERIAL CLASSIFICATION
LU
I REMARKS
50.0-122.6 INTERBEDDED CLAYSTONE AND SAND RD rig chatter
STONE: (continued)
118
120-:-
PB-1( PB 2.6/2.6 recovery
4-
B.H. 122.5' Terminated hole complete drilling 10/
4 installed piezometer 124-4-- to bottom, 100-120'
slotted, backfilled with peagravel bridged at top or
126- hole caved in during peagravel placement
128-
130-
132-
134-
136-
138-
Sheet 6 of 6
.
.
.
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION ANO VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER lOCATIONS OR TIME.
Proj: DESIGN UNIT A425
Drill Rig Mayhew 1000
Hole Diameter 4 7/8"
Converse Consultants, Inc.
Earth Sciences Associates
Geo/Resource Consultants
BORING LOG 34A
Date Drilled 2/8-9/83 Ground Elev. 586'
Logged By G. Halbert Total Depth 120'
Hammer Weight & Fall SS: 140 lb @ 30", DR: 340 lb @ 24"
MATERIAL CLASSIFICATION REMARKS
0.0-0.4 A.C. PAVEMENT RD
FILL ± -GW 0.4-2.5 SANDY GRAVEL: angular; very
dense 4 7/8' rotary wash
2- - cr1-cone
2.5-4.0 CONCRETE
4-
CL 4.0-8.0 SANDY CLAY: olive gray; very
stiff to hard; moist to wet
6-
color change
ALLUVIUM -SC 8.0-17.0 CLAYEY SAND: moderate to dark
yellowish brown; moderately
10- plastic fines; medium dense;
C-i DR (
mOiSt 1.0/1.0 recovery
10.0-11.0' sandy clay 4 SS 1.25/1.5 recovery
J.. 12- - 3-1 pocket penetrometer
jQ_ 3.0-4.0 tsf
RD
14-
16-
17.0-30.0 SAND: moderate yellow brown; SP
fine to medium sand; medium 18 dense; wet:; basalt rock frag-
men t S
Sheet' of 6 ___ ___ - _______________
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/8-9/83 Hole No.
MATERIAL CLASSIFICATION o-
REMARKS - = 20
P 17.0-30.0 SAND: (continued) S SS 1.25/1.5 recovery 325 occasional gravel to
h1; gravel
is angular basalt, shale, sand- 22- stone fragments
24--
(GP gravel layer
26- -
fines increase with depth
28 (GM gravel layer
transitional change 30----
51j 30.0-50.0 SILTY SAND/CLAYEY SAND: mod- C-2 4 DR 1.0/1.0 recovery
.SC 4 erate yellowish brown; with clay S'S binder; medium dense; wet 1.1/1.5 recovery
5 3-3 32-
10
RD -- 1" basalt fragment
34 in top of sample barrel (cuttings)
36- - grading finer
38
40- color change to dark yellowish 1.5/1.5 recovery 5 - SS
brown; fine sand; slightly
plastic 8
RD 42--
heavy chatter
Sheet 2 of 6
basalt fraçments cobble 5i7e
.
.
Project DESIGN UNIT A425 Date Drilled 2/8-9/83 Hole No. 34A
MATERIAL CLASSIFICATION REMARKS
SM 30.0-50.0 SILTY SAND/CLAYEY SAND: (cont) RD
.SC
46 -
basalt fragments heavy chatter 6"
48- -
50-- WEATHERED BEDROCK j_. DR 0.7/1.0 recovery
25 50.0-56.0 SILTY SANDSTONE: mottled light and moderate yellow brown; Ce- 0.7/0.7 recovery 20 SS niented, dark stained joints;
1" piece of basalt QL' 52 moist; uneven horizontal part- in sample ing RD
pieces of basalt in
54- cuttings; frequent moderate rig
chatter, harder drill
color change ing
56--- TOPANGA FORMATION 56.0-120.3 SANDSTONE: medium dark gray;
massive; moist; well cemented;
slightly calcareous; trace fine rig chatter, slower, 58T fine to medium sand; harder drilling, hard
dark gray, well Ce- - Physical Condition: friable; rnented sandstone
weak strength; poorly to mod- fragments in cuttings
60- erately indurated C-4 O/3" DR no recovery
too hard for SPT -
relatively hard, slow drilling
62
64- - continued rig chatter hard drilling
- 65.0-66.0 sandy siltstone; light brown easier drilling 1'
66
3 6 Sheet ____of ____ ___ -_ _____________
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/8-9/83 Hole No. 34A
MATERIAL CLASSIFICATION Q_ :
- L
REMARKS
68: 56.0-120.3 SANDSTONE: (continued) RD continued moderate
color change to medium gray; chatter
massive; well-graded sand;
dominately sub angular quartz; too hard for SPT 70 well cemented; slightly calca-
0.9/2.5 recovery reous.
PB-i PB sample disturbed by
Physical Condition: friable; rotation cutting of sample barrel (spin-
72- poorly to moderately indurated ring at silty layers) weak strength; low to moderate
bottom of tube ripped - RD
hardness; near horizontal bed- relatively hard drill
ding; occasional clayey silt ing; nearly continuow
laminae moderate right chat- 74- H ter, occasionafly
heavy
75.0-76.0 siltstone layer, no chatter for 1'
olive gray 76- -
occasional light
78- H brown silty cuttings
difficult to sample 80 H 0.3/0.3 recovery U-b uji.i. DW
.00/2 S 'J-b rio recovery
81.5-82.5 silty zone RD rio chatter for about 1'
82- H
- continuous moderate chatter, heavy at
84- sand dominantly quartz with times
minor gray granite and mica- - - ceous grains
2-8-83
86- 86.0-87.6 clayey siltstone 2-9-83
layer, olive gray, plastic, no chatter for 1.5' - softer
88-
color change to medium dark gray, fine to medium grained poorly graded sand with trace
90 fines PB-2 PB 1.25/2.0 recovery
- too hard for SPT
Sheet 4 of 6
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/8-9/83 Hole No. 34A
MATERIAL CLASSIFICATION J
REMARKS -zt c/)
-J -
92 56.0-120.3 SANDSTONE: (continued) RD moderate chatter, heavy at times, fair- ly difficult drilling occasional brown silt
94.0-96.0 clayey siltstone sand cuttings (weath-
layer with sand, dark gray, ered fractures) plastic
occasional light chatter, slightly
96T color change to medium gray; easier drilling for 2'
well graded sand; subangular - quartz (trace biolite grains);
trace fines
98 r- I +
1O0 0.25/0.25 recovery C-6
-r RD z 4-
102- 102.0-102.4 very hard zone heavy chatter; brown
silty sand cuttings mixed with gray sand- stone.
light to moderate rig 104
chatter, fairly con- sistent
becomes silty sandstone, color changes to moderate brown;
06- - some sand sized angular vol-
- canic fragments (red brown and black); sand mostly quartz
color changes back to medium 108: gray; sand is sub-rounded
quartz, calcareous
110 moderately hard to hard; mod-
heavy chatter, slow erately strong to strong; con- PB-3 PB advance with Pitcher angle 65° from fabric
Barrel, refusal after gdeP
17" advance _____ _____
RD 112-
111.6-113.0 hard white rock 1.4/1.4 recovery (intrusion), light gray; hard; good hand specimen at moderately strong bottom of barrel
-
saved sample of cut- tings, 112'.
114 color change to medium dark heavy rig chatter, gray, poorly graded fine 3/4" fragments in cut quartz sand
tings. moderate chatt
Sheet of
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/8-9/83 Hole No. 34A
MATERIAL CLASSIFICATION REMARKS
56.0-120.3 SANDSTONE: (continued) RD 115' - oil in mud
fine to medium quartz sand; light to moderate
weak to moderately strong; rig chatter
friable to low hardness; 118 slightly petroliferous oil in mud
too hard for SPT 12O 0.0/0.25 recovery C-i 30/3
- B.H. 120.3' Terminated hole no sample retained in rings
122- compl ete drilling 2/9
124-
126-
128-
130-
132-
134-
136- H
138-
Sheet 6 of 6
14Q L ____________________________________ ____ ____
SOIL DESCRIPTiON, BUT IS MODIFIED TO INCLUDE RESULTS OF
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL Converse Consultants, Inc.
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG Earth Sciences Associates
IS APPLICABLE ONLY Al THIS LOCATION AND TIME. CONDITIONS Geo/Resource Consultants MAY DIFFER AT OTHER LOCATIONS DR TIME.
BORING LOG 34B
.
Proj: DESIGN UNIT A425 Date DriOed 1/4-7/83 Ground Elev.
Drill Rig Mayhew 1000 Logged By G. Halbert Total Depth 121'
Hole Diameter 4 718' Hammer Weight & Fall 140 lb @JftR:34fl lb. F324"
= c- MATERAL CLASSHGATON
1_
C CJJ J U.J -J =
REMARKS c_/J __
fl fl-fl A ('flNCRFT PAVEMENT At 6" core barrell
SC ALLUVIUM -
0.4-36.0 CLAYEY SAND: moderate yellowish brown; fine to medium size sand;
2- medium dense; moist 6" tn-cone, rotary TT
wash to 10'
4-
6
8- 10', 4 7/8" rotary wash tri-cone bit
lost sample (suction) 10 recovery 0.0/1.0 4 DR
pocket pen :1.0-1.5 4
-- tsf recovery 1.3/1.5
12- slightly more coarse sand J-1 10
RD
14-
groundwater between - 10 & 20'
16-
18-
Sheet 1 of 6
________________________ ___ _____________
.
.
C
Project DESIGN UNIT A 425 Date Drilled 1/4-7/83 H&e No. 34 B
MATERIAL CLASSIFICATION REMARKS
20 SC 0.4-36.0 CLAYEY SAND: (continued) C-i DR recovery 1.0/1.0
(CL 20.5-21.0 sandy clay; moderate yellow bro n;
stiff; moist to wet; porous, l/ -a----
22- rootlets 1-2 SS recovery 1.5/1.5 - pocket pen : 1.0-1.5 RD
tsf
24- H
26- T
ocassional silty zones
28-
30-- J-3 ss
I ......4......
(SP 31.4-32.6 fine to medium sand - ____ _. RD
32--
34-.-
36- 1L 36.0-47.5 SANDY SILT: olive grey; non-
plastic; very fine micaceous sand; medium dense; wet
38
40 ecovery 1.0/1.0 C-2
3 DR 3 )ocket pen : 3.5-4.0 4
SS ecovery 1.5/1.5 6
0 42- __ - RD -
grading sandier
_____________________ - Sheet 2 of 6
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/3-7/83 Hole No. 348
MATERIAL CLASSIFICATION REMARKS
I W 36.0-47.5 SANDY SILT: (continued)
46- . grading to silty sand
48- 47.5-54.0 SILTY SAND: dark greenish grey; -SM medium dense; wet
50-- J-5 SS ..A......
9
T grading cleaner
52T T
54T 54.0-73.5 SANDY GRAVEL: white, black & :GM light brown; coarse sand; fine
gravel ; mostly hard quartz and basalt; pebbles; some sandstone
56-
58.0-58.6 cobble
60-
-
25 no recovery (too coars .j
RD did not attempt SPT
62- (ML) 62.0-63.5 sandy silt lens
64- moderate to heavy rig
(ML) interbedded silt and sand lenss chatter at times
:(S)
66
Sheet ___of 6
68 ___ ___ - _____________
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/4-7/83 Hole No. 34P
MATERIAL GLASSIHCATION C-,)
REMARKS = C-P)
-J
68 -GM 54.0-73.5 SANDY GRAVEL: (continued)
contains inter-bedded gravelly :ontinued intermittent sand, sand and silt rig chatter
:(SM 70- ML (channel alluvium)
recovery 0.4/1.0 C-3 3.D_ DR
J-6 SS recovery 0.0/1.1
47 72--
RD
TOPANGA FORMATION 73.5-121.0 CLAYEY SILTSTONE: with interbed
ded sandstone; olive grey; very finely laminated clayey siltsto e calcareous; very moist
76-
Physical Condition: weak 78- Erength; plastic when remolde
80-- recovery 2.2/2.3 PB-1 PB
82'-- recovery 0.3/0.3 J-7
-- 45/' "SS
.75° pocket pen : 4.0 tsf
84-
86
87.5-90.0 poorly to moderately indurated cemented zone
ight to moderate rig 88- hatter 87.5-90.0'
9oHH C-4 J.J_ DR
3/4" diameter- calcareous nodule -: si]tstone is slightly calcareou
stopped drjll.2483 .31....
RD
Sheet 4 of 6 _____________--______
.
I
.
Project DESIGN UNIT A425 Date Drilled 2783 Hole No.
1
MATERIAL CLASSIRGAT1ON REMARKS <
92 73.5-121.0 CLAYEY SILTSTONE: with inter- RD began @ 90 2-7-83 bedded sandstone (continued) color change to olive black steeply dipping; laminated bul
94- sand (fine to medium)
96
98
100-- PB 2 PB recovery 1.5/1.5
102- gradual slight increase in drilling hardness with depth
RD
104- harder cemented zones not noticed during drilling
106-
108-
slightly harder drill-
110-j- ing action
112H ff
Sheet of 6
116+ _________________________________ -
.
.
.
Project DESIGN UNIT A 425 Date Drilled 2/47/83 Hole No. 34R
MATERIAL CLASSIFICATION REMARKS =
73.0-121.0 CLAYEY SILTSTONE: with SANDSTON RD minor offset shearing; siltston
,
layers nearly massive; steeply dipping (60° to 70°)
118-
120- C-5 25 DR
ecovery 1.0/1.0 75 ocket pen : 4.0 tsf H 121.0 Terminated Hole ompleted drilling
122- 2-7-83
124
126-
128-
130-
132-
134-
136--
138-
Sheet 6 of6
.
.
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL Converse Consultants, Inc
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG Earth Sciences Associates
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS Geo/Resource Consultants MAY DIFFER AT OTHER LOCATIONS OR TIME.
BORING LOG 34C
Proj: DESIGN UNIT A 425 Date DriUed 1-25-83 Ground Elev. 2'
Drill Rig Logged By D. Gillette Total Depth 76.0'
Hole Diameter 36' Hammer Weight & Fall N/A
MATERIAL CLASSIFICATION 1_
REMARKS
ARTIFICIAL FILL n Observation hole no 0.0-10.5 SILTY SAND/SANDY SILT: contains samples required.
-
pieces and chunks of asphalt and concrete; dusky brown; loos
2- - to medium dense; moist to wet (as observed on walls)
Difficult for auger drilling due to large chunks of concrete
4- (curb and sidewalks asphalt) Note: bore
- - hole subject to cav- ing and raveling from
0-10.5' 6-
8- -
10- ALLUVIUM -
- SP/ 10.5-23.0 SAND/SILTY SAND: consists of Easier auger drilling SM sand with silty sand and clayey
- -12 sand soreaks; medium to dark grey; moist to very moist; loose to medium dense; readily caves
- and ravels; contains cobbles (we 1
rounded to 5') contain micaceou 14- - sand
16H minor content of roots
18
Sheet 1 _ of 2
.
.
.
Project DESIGN UNIT A 425 Date Drilled 1-25-83 Hole No. 34C
MATERIAL CLASSIFICATION REMARKS
20 P/ 1.05-23.0 SAND/SILTY SAND: (continued) AD H20 at 21.0'; flows
SM
contains coarse sand layers in from all sides at approximately 20-25
organic odor pm. 22- Note: Bore hole sub-
ject to excessive cay - (CL 23.0-24.5 sandy clay layer ing at & below water
table
24- H
Drilled to 26.0' ;hole caved back to 21.0' before placing casing
26- 26.0 Terminated
finished drilling at - lOam; 1-25-83. Place
30" CMP casing
28- backfilled hole with native material
30- -
32-
36-
38
40-
42-
Sheet 2
of 2
S
[I:
THIS BORING LOG IS BASED ON FIELD CLASSIFICATION AND VISUAL
SOIL DESCRIPTION, BUT IS MODIFIED TO INCLUDE RESULTS OF
LABORATORY CLASSIFICATION TESTS WHERE AVAILABLE. THIS LOG
IS APPLICABLE ONLY AT THIS LOCATION AND TIME. CONDITIONS
MAY DIFFER AT OTHER LOCATIONS OR TIME.
Proj: DESIGN UNIT A425 Date Drilled 1/2-3/83
Converse Consultants, Inc. Earth Sciences Associates Geo/Resource Consultants
BORING LOG 34D
Ground Elev.
Drill Rig MAYHEW 1000 Logged By G. Halbert Total Depth 101'
Hole Diameter 6" Hammer Weight & Fall SPT l4fllH .g"
MATERIAL CLASSIFICATION REMARKS
T 0.0-0.4 A.C.PAVEMENT ALLUVIUM 0.4-20.0 CLAYEY SILT: dark yellowish brown
moderately plastic; stiff; niediun
2- - dense; moist
4T -(SM) ocassional very think bedded sand
layers (1-2 thick; 1 '-2' apart)
6-
8- -
10-- ___ ___ - recovery 1.5/1.5
- 6 pocket pen. 3.0 tsf 9
RD 12- SM alternating sandy and silty
- layers
14- -
16-
18-
Sheet 1 of 5
.
S
S
Project DESIGN UNIT A 425 Date Drilled 2/1-2-3/83 Hole No. 4fl
MATERIAL CLASSIFICATION REMARKS
20: SM! 20.0-27.0 SILTY SAND: mottled yellow brown DR Bad sample, hammer .J_- and orange; fine sand medium stuck, lifted sampler .3___ - dense; moist to wet cuttings in sample
8 J-2 pocket pen: 2.5 tsf 10 22-- SS recovery 1.5/1.5
clayey layers RD
24- -
26-
27.0/29.0 GRAVELLY SAND: light brown moderate rig chatter SW
28-
29.0-36.0 SAND: moderate to dark yellowish SP
30- brown; fine to medium sand medium dense; very moist; ocassional fine gravel
32-- c-i ..z..........
jQ...... recovery 1 .0/1 .0 .Q.
4ss
recovery 1.2/1.5 15
:hatter RD GM/
(GP gravelly
ight chatter TOPANGA FORMATION 36.0-101.0 CLAYEY SILTSTONE: olive grey wi h
very thin beds (2") of brown- hale pieces in cuttin
ish black fissile shale and
38- medium dark grey sandstone; moist Physical Condition: hard soil consistency; poorly indurated;
DIP weak rock strength; plastic 3-4 SS
40- ecovery 1.0/1.0 harder drilling
54 more chatter @ 40'
RD
42-
A4 ______________-- Sheet 2 of
.
.
.
Project DESIGN UNIT A425 Date Drilled 2/123/83 Hole No. 34D
MATERIAL CLASSIFICATION REMARKS
36.0-101.0 CLAYEY SILTSTONE: (continued) RD
46
48-a general gradual increase in
hardness
hard zone 50 50.8-51.4 CLAYEY SILTSTONE: color change recovery 1.0/1.7
to olive grey; well-cemented, PB-i PB stopped at 20" becausi finely laminated; jointed; of very hard driving (approximately 1" square rock bottom of pitcher tube
52 fragments in bottom of sample) bent and scratched; only 1' of sample in top of tube; bottom contained fragment of harder rock as des-
54- cribed @ 51' probably too hard for drive
becomes interbeddd siltstone, sample, kept sample in sandstone and shale, weak strenth jar dominantly clayey siltstone:
56 medium dark grey; thinly bedded (4" to 6") faint, non-parallel; finely laminated (1 mm ); mic- aceous; plastic; slightly cal-
58- - caieous
60 subordinate sandstone: medium recovery 0.5/2.5 PB-2
C-2 15 grey; silty; with thin bedding 1" thick); very friable
62 T pocket pen. will not
penetrate (>4.Otsf)
64-
66 66.0-66.5 hard zone similar to that at light rig chatter 51'
Sheet of 5
_________________________ ___ -- _____________
n
.
Project DESIGN UNIT A425 Date Drilled 2/1-2-3/83 Hole No. 340
LU LU
MATERIAL CLASSIFICATION LU c-
LU LU
REMARKS U)
LU
36.0-101 .0 CLAYEY SILTSTONE: (continued)
70- - recovery 2.1/2.1 hit hard zone at botto
PB-3 PB of PB sample; too hard for SPT- did not
attempt. Kept rock 72- 72.0-72.5 hard zone Fragments from bottom
sandstone layer; medium dark of sample tube in jar - to dark grey; fine silica sand; 611 (rig chatter)
joi nted
74-
76-
78 gradual increase in hardness and sand content
80-- recovery 1.0/1.0 C-3 20 DR
sandstone layers more frequent arid - _3LL...
45 55 thicker (2' to 3" thick) pocket pen. will not
82- J5 penetrate (>4.0 tsf) LQ.LL
RD - 83.0-83.7 hard zone
similar to zone at 72'; (well oderate rig chatter
84 - cemented silica sandstone)
86
88
90-
Sheet 4 of 5
.
.
Project DESIGN UNIT A 425 Date Drilled 2/12-3/83 Hole No. 34D
MATERIAL CLASSIFICATION REMARKS = =
35.0-101 .0 CLAYEY SILTSTONE: (continued)
- color change to olive black
94
96 95.0-96.4 hard zone moderate rig chatter
well cemented; silicia sandston
98-
pocket penetrometer
C-4 12
generally massive; faintly jointed rh not Penetrate
BH 101.0 Terminated Hole
102-
104-
106-
108-
110---
112---
114-
Sheet 5 of 5
____ ___ - ________________
Appendix B
Geophysical Explorations
CCI!ESAIGRC
APPENDIX B GEOPHYSICAL EXPLORATIONS
B.1 DOWNHOLE SURVEY
B.1.1 Sumary
A downhole shear wave velocity survey was performed in Boring CEG-34 during the 1981 geotechnical investigation of the Metro Rail Project. It should be noted that this boring is about 1300 feet northwest of the proposed location of the Universal City Station. The results of the survey con-
ducted in this borehole is, however, included in this appendix since it is
considered generally representative of the types of soil and rock condi- tions present at the Station site of Design Unit A425. Measurements were made at 5-foot intervals from the ground surface to depths up to 200 feet. A description of the technique and a summary of the results are presented in this appendix.
B.1.2 Field Procedure
Shearing energy was generated by using a sledge hammer source on the ends of' a 4- by 6-inch timber positioned under the tires of a station wagon, tangential to each borehole. A 12-channel signal enhancement seismograph (Geometrics Model ES 1210) allowed the summing of several blows in one direction when necessary to increase the signal-to-noise ratio. Shear waves were identified by recording wave arrivals with opposite first mo- tions on adjacent channels of the seismograph.
B.i.3 Data Analysis
The downho'le travel time profiles for both compressional and shear waves obtained from the downhole survey are shown in Figure B-i. Velocity estimates are based on selection of linear portions of these downhole arrival time profiles. The slopes of the linear portions yield the average compressional and shear velocities for the appropriate depth interval. Although it is possible to calculate the velocity for each 5-foot interval, this procedure would result in an assumed accuracy for velocity estimates that is unwarranted by the limitations of the survey techniques. More meaningful shear velocity estimates are made by averaging a series of arrivals that appear to be associated with materials of similar physical properties.
B.1.4 Discussions of Results
The estimated velocity profile for the downhole survey is summarized in
Table B-i. Velocity estimates are based on selections of linear portions of the downhole arrival time curves.
The error analysis performed for these surveys involved a least squares fit
of these data by estimating the mean of the slope (V in Table B-i) and the standard deviation of this estimate of the slope. This estimate of the
S standard deviation was combined with an estimate of the overall accuracy to produce the best estimated velocity (V*). Vp* and Vs* are the values to be
B-i CCI!ESA/GRC
used for studies of the response of these sites. N is the number of data
points used for the straight line fit for each velocity estimate.
The average shear wave velocity of the near-surface soils was found to be
about 810 fps. At about 35 feet, the average shear wave velocity increased
to 1410 fps.
B.2 CROSSHOLE SURVEY
B.2.1 Summary
Crosshole measurements for the determination of compressional and shear
wave velocities were also performed in Borings CEG-34 during the 1981
geotechnical investigation. As in the case of the downhole survey, the
velocity measurements obtained from the crosshole survey are considered
reasonably representative of the soil and bedrock conditions present at
the Universal City Station site. Both compressional and shear velocity estimates were performed in an array of three boreholes spaced approxi-
mately 15 feet apart up to depths of 100 feet. Compressional wave and
shear wave velocities obtained from the survey are summarized in Table B-2.
B.2.2 Field Procedure
The shear wave hammer is placed in an end hole of the array, and geophones
are placed in the remaining two boreholes. The shear wave generating . hammer and the two geophones are lowered to the same depth in all bore-
holes. The hammer is coupled to the wall of the hole by means of hydraulic
jacks, and the geophones are coupled to the walls by means of expanding
heavy rubber balloons which protrude from one side of the geophone hous- ings. The hammer is then used to create vertically polarized shear waves
with either an up or down first motion. A 12-channel signal enhancement seismograph with oscilloscope and electrostatic paper camera is used as a
signal storage device.
B.2.3 Data Analysis
Actual crosshole distances were measured within +0.01 feet. These dis-
tances were computed between each of the three boreholes at the elevations of shear measurements. From the crosshole records (seismograms), the
travel times for both compressional and shear wave arrivals at each bore-
hole and at each depth were measured. Shear wave arrivals were identified
by the reversed first motion on the seismograms.
B.2.4 Discussion of Results
Wave velocity determinations were made at 5-foot intervals from 10 feet
below ground surface to a depth of 100 feet. The wave velocity is equal to
the difference in travel path distance from the generating source to each
geophone divided by the difference in shear wave arrival times. The
results of the compressional and shear wave velocity analyses are shown in Figures B-5 through B-8 and are summarized in Table B-2.
8-2 CCI!ESA/GRC
.
.
TABLE B-i
DOWN-HOLE VELOCITIES
C0'RESSI0NAL WAVE SHEAR WAVE Boring Oepth
io. (ft) Vp ap Ep Np Vp* Vs as Es Ns VS
34 10-35 1100 24 55 6 1100+80 807 31 40 5 810+70
35-195 6243 451 312 31 6240+760 1412 142 71 24 1410+210
Vp mean estimate o cnpressional wave velocity
mean estimate of sheer wave velocity = standard deviation of estimated ccmpressional wave velocity
as = standard deviation of estimated shear wave velocity
Ep = stimatcd accuracy of ccmpressional survey
Es estirnaled accuracy of shear survey
Np number of points used for straight line fit of ccmpressional wave
Vp' overall accuracy of coipressionaI wave velocity estimate
'Is' overall accuracy of shear wave velocity estimate
1s number of points used for straight line fit of shear wave velocity data
B-3 CCIIESAIGRC
. r -
CROSS-HOLE VELOCITIES
Boring Depth COMPRESSIONAL WAVE
No. Ut) Vp op Ep Np Vp*
34 10 1120 51 56 14 1120+110
15 1240 120 1240+120
20
25 1252 13 63 4 1250+70
30 2900 290 2900+290
35 2322 132 116 3 2320+250
40 3570 81 179 8 3570+260
45 3630 158 16! 3 3630+340
50 5096 165 255 14 5100+420
55 6048 0 301 4 6050+300
60 5818 131 291 16 5820+430
65
70
75
6291
5446
260
310
315
272
6
4
6290570
5450+580
80 5930 160 207 8 5930+460
85 5100 510 1 51004-510
90 6156 1061 308 6 6160+1370
97 5757 138 288 9 5760+430
.
SHEAR WAVE
as Es Ns VS*
830 14 41 16 830+60
744 4 37 6 740+40
634 5 32 6 630+40
673 14 34 8 67050
793 10 40 19 790+50
799 5 40 9 800+50
810 2 41 24 810+40
841 28 42 9 840+70
1033 11 52 12 1030+60
1140 15 57 3 1140+70
1164 15 58 10 1160+70
1109 14 55 4 1110+70
1147 9 57 11 1150+70
1260 126 2 1260+130
1237 13 62 18 1240+80
1536 161 77 4 1540+240
1245 49 62 12 1250+110
1333 37 67 18 1330+100
Vp = mean estimate of canpressional wave velocity
Vs = mean estimate of shear wave velocity
op = standard deviation of estimated canpressionat wave velocity
as = standird deviation of estimated shear wave velocity
Ep = estimated accuracy of conpressional survey
Es estimated accuracy of shear survey
Np = number of points used for straight line fit of compressional wave
VP* = overall accuracy of cctnpressional wave velocity estimate
Vs* overall accuracy of shear wave velocity estimate
Ns = number of points used for straight line fit of shear wave velocity data
B-4 CCI!ESAIGRC
.
.
0
C-,
0
> 0
0.
n
10
30
(ID
UI
LU
50
a LU D
70
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0 0 00
0 0 0 0 0 0 0 ED 0 0 0 Dl
0 Dl 0 0 C 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 Dl 0 0 0 0 0 0 0 C
0 0
Dl
0
[II
75
100
125
UI LU LL
150
0 200
225
250
275
300
COMPRESSIONAL WAVE (Circles) SHEAR WAVE (Squares)
DOWNHOLE TRAVEL TIME PROFILE - BORING 34
DL SI G N UN IT A425 Protect No.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No.
technc& Engineering Converse Consultants AppIiedScenc.i B-i
a- I_Li D
.
.
C 0 (0
0 .0 = a.
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(0 > 0 a a
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60
=
70 s Ui =
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100
110
I L 120
1000 2000 3000 4000 5000 6000 7000 8000 9000
VELOCiTY L:FEET/SEC.)
COMPRESSIONAL WAVE VELOCITY/DEPTH PROFILE - BORING SITE 34
DESIGN UNIT A425 ProecNc.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJ ECT
Figure No.
G.otechnical Engineering Converse Consultants and Applied Sclenc.s B-2
.
.
>. .0
C 0
.0
0.
C 0 > 0 0. C.
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20
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VELOCIT"( C METERS/SEC.
1E0 300 4S0 600 7S0 00 100 1200 Or _L '.
e
a e a a
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8 p
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0 500 1000 1500 2000 2500 3000 3500 4000 VELOC1T CFEETISECe)
SHEAR WAVE VELOCITY/DEPTH PROFILE - BORING SITE 34
DESIGN UNIT A425 ProjectNo.
Southern California Rapid Transit District 83-1140 MFTR() RAIL PROJECT
Figure No.
Geotechnical Engln.ering Converse ConsuItans andApplledScl.nc.s B-3
Appendix C
Pump Test Results.
. CCIIESAIG RC
APPENDIX C PUMP TEST RESULTS
C.1 INTRODUCTION AND SUMMARY
A pump test was performed about 750 feet west of the proposed location of
the Universal City Station to provide data for construction dewatering.
Two pump tests were run at the same well to determine aquifer properties
and boundary conditions and to confirm test results. The location of the
pumping well is shown on Drawing No. 2 (Pump Test Well PT-2).
The methodology used for the test consisted of constant discharge tests
with time-drawdown measurements in the observation wells.2 These measure-
ments were plotted on log-log paper as drawdown versus t/r where t time
in days and r = the radial distance of the observation well from the pumped
well in feet. The data plots for the test were matched to a family of type
curves by Newman (1975) for wells fully penetrating an uriconfined aquifer.
Under these conditions the typical log of drawdown versus the log of time
response is an S-shaped curve with delayed drainage causing a flattening of
the curve between early and late responses. Data plots are presented at
the end of this appendix for each test along with matching curves, formulas
used, and computations. Aquifer test data sheets for each test and obser-
vation well are also included in this appendix.
C.2 SITE CONDITIONS
The location of the multiple well pump test for Universal City Station is
north of the end of Bluffside Drive as shown on Drawing 2. The test well
was located in the southeast corner of a parking lot and two observation
wells were located to the east in Weddington Park. Bedrock penetrated in
the wells consists of sandstone of the Topanga Formation. The sandstone
was encountered at depths ranging from 63 feet (at PT-2) to 48 feet (at OW-
2) and was penetrated only a few feet.
The sandstone is overlain by alluvium of an old Los Angeles River channel that ranges in composition from sandy clay to clean sand and gravel. These
deposits appear to be irregular in thickness and are probably lenticular. A clean sand and gravel bed that appears to be continuous between the test
well and the two observation wells to the east was selected for aquifer
testing. At test well PT-2, the sand and gravel is 12.5 feet thick,
overlain by 2.5 feet of fine sand for a total aquifer thickness of 15 feet.
Above the fine sand is 18 feet of unsaturated silt and clay. Underlying
the sand and gravel aquifer is 30 feet of sandy clay which has a relatively low permeability.
At Observation Well OW-i, which is 66 feet east of P1-2, the aquifer is 12
feet thick. At Observation Well OW-2, the aquifer is 13 feet thick. OW-2
is 166 feet east of PT-2. The aquifer occurs at depths between 18 and 35
feet where penetrated by the three wells.
The static water level is close to the top of the aquifer at P1-2 and a few
feet above the top of the aquifer in the two observation wells. The aquifer is under slight artesian pressure. The areal extent of the aquifer is
C-i CCIIESAIGRC
unknown, but geologic boundaries are expected to be close because of the narrow sinuous nature of the stream channel deposits.
C.3 WELL CONSTRUCTION AND DEVELOPMENT
Well P1-2 was drilled by the cable tool method to a depth of 63 feet. The
driven 12-inch casing was perforated from 20 to 33 feet with 12 punched slots per foot. The slots are 1-1/4 inches by 5/32 inch and are in
staggered rows. The two observation wells were drilled by the rotary wash
method. PVC casing 4 inches in diameter was installed in the 6-inch boring with a pea gravel filter and surface seal installed in the annulus. Orig-
inally, these wells were completed to bedrock with perforated casing.
Later, they were backfilled and sealed with cement grout to a depth of
approximately 35 feet.
All of the wells were developed to flush mud and cuttings and to provide
hydraulic communication with the aquifer. The 12-inch well was surged with
a bailor and then developed for two days with the test pump. The limited available drawdown (<15 feet) made well development difficult. Drawdown measurements for the test well are not available and the hydraulic effi-
ciency of this well is unknown.
C.4 PUMP TESTING PROCEDURE
. Because of expected boundary effects, two relatively short duration, con- stant discharge tests were conducted. The first test was run on April 14,
1983 for approximately 695 minutes at an average discharge rate of 30 gpm. The discharge, however, fluctuated between 25 and 45 gpm. The second test
was performed on April 16, 1983, also at an average discharge of 30 gpm,
for approximately 470 minutes as a check for the first test. Also, there was a broken water line near OW-2 during the first test that could have
caused some recharge in the area of this well.
The test well was pumped with a lirneshaft turbine pump and discharges were
measured with an orifice plate and a bucket. Water was discharged into a
storm drain.
Drawdowns were measured in the two observation wells with Stevens Re-
corders. Times were recorded manually on the chart paper at intervals to
provide suitable logrithmic distributions.
Recovery measurements were made after the first test but the results were not useful. There was a very long time lag in water level responses partially because of the relatively long distance to observation wells and
the relatively low pumping rate. A much higher test well yield was ex-
pected and utility lines were encountered at the intended location of OW-2
forcing it to be placed further from the test well. Also, there appeared to be a delayed response especially in OW-i, due to incomplete well devel-
opment. The far well (OW-2) responded quicker than the near well (0W-i).
This trend should have been reversed.
C-2 CCIIESAIGRC
C.5 TEST INTERPRETATIONS
Time-drawdorn data were plotted on log-log graphs as shown on the interpre-
tation charts. Figure C-i shows the plots for the first test or both
observation wells. The log of drawdown(s) is plotted against t/r where t
is in days and r is the radial distance from the pumped well to the
observation well in feet. These data plots were matched to the artesian
type curve ad appropriate match points were selected to determine values
of s and tlr for corresponding values of W(M) and 1/i. Calculations for
transmissivity (T) and storativity (5) are shown. Figure C-2 shows data
plots, match points, and calculations for the second test for both observa-
tion wells.
During the first test, both data plots have good initial matches with the
artesian type curve (see Figure C-i). Also, both wells show responses to a
barrier boundary in the latter part of the test. Water level responses
indicate an increased rate of drawdown as the boundary is encountered as
shown by the upward deflection on the data plot. Relatively poor matches
were obtained during the second test, especially for OW-i (see Figure C-2).
The boundary effect was not well defined during the second test, in part
due to the shorter duration of the test. Also, there was poor consistency
in the shape of the responses that should have been identical. At least
part of this inconsistency was probably due to the difficulty in
maintaining a constant discharge during both tests. Both plots indicate
delayed responses which was especially severe for OW-i. The delayed
response merged with the boundary effect which makes data from OW-i
unreliable.
A check interpretation is shown on Figure C-3 which shows distance drawdown
plots for both tests. The first test was influenced by boundary effects
resulting in a relatively low transmissivity. The second test is probably
high in terns of transmissivity. However, the average of these two inter-
pretations is probably reasonable. Table C-i summarizes the more reliable
test results.
The mean transmissivity from Table C-i is approximately 242,000 gpd/ft an
the mean hydraulic conductivity is about 1,900 gpd/ft (-9.O x 10
cm/sec). Storativities are relatively high for initial responses suggest-
ing unconfined conditions. As these deposits are dewatered, a specific
yield value will apply that is considerably higher than the computed values
of stor-ativity. Specific yields of 0.20 to 0.25 are probably reasonable.
C.6 COMMENTS ON TEST RESULTS
Distance to the observed barrier boundary were not computed. This can be
done, but it would not apply at the Universal City Station excavation.
Barrier boundaries will have a beneficial influence on construction de-
watering. Boundary effects may reduce the effective transmissivity by a
factor of 3 to 4 depending on distances involved from the dewatering system
to the boundaries.
The transmissivity data and average hydraulic conductivities appear quite
reasonable in spite of delayed responses of OW-i and the less than planned
stress on the aquifer. Prior to well development, the anticipated pumping
C-3 CCIJESAIGRC
S
Table C-i
RESULTS OF PUMP TEST PT-2
Aver age Hydraulic
Observation Transmissivity Conductiity Test Well Curve Match (gpd/ft) (gpd/ft ) Storativity
1st OW-i Artesian T.C. 22,920 1,910 0.059
1st OW-2 Artesian T.C. 24,557 1,889 0.014
2nd OW-i poor match - not valid
2nd OW-2 Artesian T.C. 28,650 2,203 0.008
O1st & OW-2 Dist. d.d. 19,293 (ave.) 1,543 (ave.) 0.008
2nd (2 tests)
S
C-4 CCIIESAIGRC
rates were several hundred gallons per minute and observation well spac-
ings were determined on that basis. In retrospect, spacings of about 50
and 25 feet would have been better for the 30 gpm pumping rate and the
thinner than expected aquifer.
C
.
Aquifer thickness is somewhat different at the construction site. plow-
ever, the computed average hydraulic conductivity of 1,900 gpd/ft is
probably reasonable for the sands and gravels encountered at the Station
site. Transmissivity can be estimated by multiplying the hydraulic con-
ductivity times the aquifer thickness (clean sands and gravels). The silts
and clays will of course have much lower hydraulic conductivities (by
several orders of magnitude).
It is beyond the scope of this report to recommend specific dewatering
systems. However, the limited aquifer thickness (i.e., up to 16 feet of
sands and gravels overlying the Topariga Formation bedrock) at the Station
site, suggest that well points would appear applicable. If wells are used,
regardless of type, the limited available drawdown will require develop-
ment of efficient wells. This requires well screens with adequate open
areas along with good well development techniques.
C-5 cCt/ESA!GRC
.
r
rV:tt ion W(.1 I . o;- I
Test Ve11 No. ljnivercalCitv Station
Static Water Level 17.95
Radius from Pumped Well 62.1
SiT.
Project No. E167
Date of Test 04/14/83
Observed By__TDH
Average Discharge 30 gpm
t 2
Water Level Drawdown, S
Time mm. days t/r feet feet Remarks
7:40 a 0 -- 17.950 0.0
2.5 l.74x103 4.SlxlO? 17.955 0.005
10 6.94x103 1.80x106 17.960 0.010
8:00 20 1.39x102 3.60x1Ü6 17.970 0.020
8:04 24 1.67x1O2 4.33x16 17.975 0.025
8:07 27 i.88xiO2J4.88x1ã6 17.980 0.030
8:10 30 -, 2.08x10 -6 5.39x10 17.990 0.040
8:13 33 2.29x102 5.94x106 17.990 0.040
8:16 36 2.50x1O2 6.48x1O6 18.005 0.055
8:20 40 2. 78x102 7.21x1O6 18.010 0.060
8:24 44 3.06x102 7.93x1O6 18.010 0.060
8:28 48 3.33x102 8.63xIO6 18.020 0.070
8:32 52 361x102 9.36x106 18.030 0.080
8:36 [__56 3.89x1O2 1.01x105 18.035 0.085
8:40 60 4.17x1O2 1.08x15 18.050 0.100
8:46 66 4.58x102 1.19x1O5 18.060 0.110
8:52 72 5.00x102 1.30x105 18.070 0.120
8:58 78 5.42x102 1.41x1O5 18.080 0.130
9:04 84 5.83x1O2 1.5lxl5 18.090 0.140
9:11 91 6.32x102 1.64x105 18.100 0.150
9:20 100 6.94xlO211.80x15 18.125 0.176
9:33 113 [7.85x1O2t2.04x1O51 18.150 0.200
C-6 ESA Geotechnical Consultants
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[1
i . -f 1
rain.
'.tC level fct fcct
9:40 120 F..5x1P r
2.1xlO 18.170 0.220
9:50 130 -2 9.03x10 -5
2. 34x10 18.190 0.240
10:00 140 9.72x102 2.52x105 18.220 0.270
10:20 160 1.11x101 2.88x1O5 18.250 0.300
10:40 180 1.25x1O'3.24x1O5 18.290 0.340
11:00 200 1.39x101 3.60x105 18.330 0.380
11:20 220 1.53x101 3.97x105 18.370 0.420
11:43 243 1.69x101 4.38x105 18.410 0.460
12:00 260 1.81x10 4.69x105 18.450 0.500
12:30 290 2.olxlO 5.21x1O5 18.490 0.540
1:00 320 2.22x10: 5.76x105 18.550 0.600
1:30 350 2.43x10 6.30x105 18.610 0.660
2:00 380 2.64x10 6.85x105 18.650 0.700
2:30 410 2.8SxlO 7.39x105 18.690 0.740
3:00 440 3.06x10 7.93x105 18.740 0.790
4:00 500 3.47x10 9.00x105 18.830 0.880
4:30 530 3.68x101 9.54x1051 18.860 0.910
5:15 575 3.99x101 1.031O 18.920 0.970
6:00 620 4.31x1 1.12x1O4 18.980 1.030
7:00 680 4.72x1' 1.22x14 19.060 1.110
7:15 695 4.83x101 1.25x104 19.080 1.130
__ 1 __ __ ___ ___ C-7 ESA Geotechnical Consultants
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.
Obsrvation Well No. OW-2
Test Well No. Universal City Station
Static Water Level 15.61
Radius from Pumped Well 161.9
1.'J. SHErT
Project No. E167
Date of Test 04/14/83
Observed By TDH
Average Discharge 30 gpm
t Water Level Drawdowii, s
Time Thin. days 2
t/T feet feet Remarks
7:40 0 -- -- 15.610 0.0
10:49 9 6.25x103 2.38x17 15.615 0.005
10:51 11 7.63x103 2.9lx17 15.627 0.017
8:00 20 1.39x1O2 5.30x1O7 15.629 0.019
8:10 30 2.08x102 7.95x107 15.632 0.022
8:20 40 2.78x102 l.06x106 15.640 0.030
8:30 50 3.47x102 1.32x106 15.652 0.042
8:35 55 -7
3.81x10 -6 1.45x10 15.660 0.050
8:40 60 4.l7x1O2 l.59x106 15.664 0.054
8:50 70 4.S6x1O2 l.85xlO6 15.680 0.070
8:55 75 5.20x1O2 1.98x106 15.685 ' 0.075
9:00 80 -2 5.5x1O -6 2.12x10 15.693 0.08
9:10 90 6.2Sx1O2 2.38x1O6 15.705 0.095
9:20 100 6.94x1O2E2.65x16 15.711 0.101
9:30 110 7.63x1O2 2.91x16 15.719 0.109
9:40 120 8.33x1O2 3.lSxlO6 15.725 0.115
9:50 130 9.03x102 3.45x106 15.733 0.123
10:00 140 9.72x102 3.71x106 15.743 0.133
10:20 160 1.11xlO' 4.23x1O6 15.759 0.149
10:40 180 1.25x101 4.77x106 15.771 0.161
11:00 200 1.39x101 5.30xlO6 15.789 0.179
11:22 222 l.54x1O1 5.88x1O6 15.809 0.199
C-8 ESA Geotechnical Consu'tants
S
-, o: -,
feet R :ir)
Lx1fl (46 12:00 260 1.81x101 6.91x106 IS.R36 0.226
12:30 290 2.OlxlO1 7.67x106 15.860 0.250
1:00 320 2.22x1O' 8.47x106 15.868 0.258
1:30 .350 2.43x101 9.27x16 15.871 0.261
2:00 380 2.64x101 1.01x105 15.871 0.261
2:30 410 2.85x101 1.O9x1O5 15.889 0.279
3:00 440 3.06x101 1.17x105 15.911 0.301
4:00 500 3.47x101 1.32x105 15.956 0.346
4:30 530 3.68x10 1.40x105 16.010 0.400
5:15 575 399x1O 1.52x15 16.070 0.460
6:00 620 4.31x10 1.64x105 16.120 0.510
7:00 680 4.72x10 1.80x105 16.190 0.580
.15 695 4.83x10 1.84x105 16.210 0.600
C-9 ESA Geotechnical Consultants
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S.
i:i. I ,\ ASiIE1'
0u sc' rv 3 t i on cli No. 1
Test Well No. Universal City Station
Static Water Level 18.04
Radius from Pumped Well 62.1
Proicct No. E167
Date of Test 04/16/83
Observed By TDH
Average Discharge 30 gpin
Time t
mm. days 2 t/r
Water Level feet
Drawdown, s
feet Remarks
8:40 a 0 18.040 0.0
8:51 11 7.64x103 1.98x106 18.050 0.010
8:59 19 -2
1.32x10 3.42x106 18.060 0.020
9:06 26 1.81x102 4.69x106 18.065 0.025
9:13 33 2.29x102 5.94x106 18.070 0.030
9:17 37 2.57x1O2 6.66x106 18.075 0.035
9:21 41 2.85x102 7.39x106 18.080 0.040
9:28 48 : 3.33x102 8.63x106 18.085 0.045
9:39 59 4.10x102 1.06x105 18.090 0.050
9:51 71 4.93x102 1.28x105 18.100 0.060
9:59 79 .7
5.49x10 5 1.42x10 18.110 0.070
10:04 84 -7
5.83x10 -5 l.51x10 18.120 0.080
10:10_J__90 [6.25x1O2 1.62x105 18.130 0.090
10:15 95 6.60x12 1.71x105 18.135 0.095
10:20 100 6.94x102 1.80x105 18.145 0.105
10:30_j 110 7.64x1O2 l.98x105 18.160 0.120
10:45_j 125 8.68xlO2 2.25x105 18.180 0.140
11:00 140 9.72x1O2 2.52x105 18.190 0.150
11:20 160 l.11xlO1 2.88x105 18.210 0.170
11:40 180 l.25x10' 3.24x105 18.235 0.195
12:00 J
200 L39x1 3.60x105 18.260 0.220
12:30 230 J1.60x1O' 4.15x105 18.290 0.250 J____________
C-dO ESA Geotechnical Consultants
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.
n
1:.. -
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i.in.
-'
t
cr 1v-i fcet
!'rdo.7: fc
1:00 260 1.S1x101.6Px1O 1S.340 0.30()
1:30 290 201x10'.21x105 18.370 0.330
2:00 320 2.22x10 .76x105 18.400 0.360
2:35 355 2.47x10: .40x105 18.450 0.410
3:00 380 2.64x10 6.85x105 18.490 0.450
4:05 445 3.09x10 8.01x105 18.560 0.520
4:30 470 3.26x10 8.45x105 18.580 0.540
C-li ESA Geotechnical Consultants
ED
.
.
;.. rF1
Observation Well No. 0W2
Tcst Well No. Universal City Station
Static Water Level 15.52
Radius from Pumped Well161.9
Project No. El67
Date of Test 04/16/83
Observed By TDH
Average Discharge 30 gpm
t Water Level Drawdon, s Time mm. days
2 t/r feet feet Remarks
8:40 0 15.520
8:41 1 6.94x104 2.65x108 15.525 0.005
8:44 4 2.78x103 1.06x107 15.530 0.010
8:46 6 4.17x103 1.59x107 15.535 0.015
8:49 9 6.25x13 2.38x107 15.540 0.020
8:52 12 8.33x1O 3.18x107 15.547 0.027
15.556 8:55 15 1.04x102 3.97x107 0.036
8:57 17 1.18x102 4.50x107 15.559 0.039
9:00 20 1.39x102 5.30x107 15.564 0.044
9:04 24 l.57x102 6.37x107 15.568 0.048
9:07 27 1.88x102 7.17x107 15.575 0.055
9:12 32 2.22x102 8.47x107 15.583 0.063
9:171 37 2.57x12 9.8010[ 15.591 0.071
9:22 j__42 2.92x1O2 1.11x106 15.600 0.080
9:27 47 13.26x1O2 1.24x106 15.610 0.090
9:30 50 3.47x1O2 1.32x106 15.612 0.092
9:35 55 3.82x10 -6 1.46x10 15.615 0.095
9:40 60 4.17x1O2 1.59x106 15.621 0.101
9:50 70 4.86x102 1.84x106 15.629 0.109
10:00 80 5.56x102 2.12x106 15.640 0.120
10:10 90 6.25x102 2.38x106 15.645 0.125
10:20 100 6.94x102 2.65x106 15.655 0.135
C-12 ESA Geotechnical Consultants
.
.
.
Time t
nm. t
nvs t/r
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, s
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10:30 110 -" .64x30 -6 2.91x10 15.665 0.145
10:45 125 -2 S.68x10 -6 3.31x10 15.685 0.165
11:00 140 9.72x102 3.71x106 15.695 0.175
11:20 160 1.11xlO' 4.23x106 15.710 0.190
11:40 180 1.2SxlO' 4.77x106 15.720 0.200
12:00 200 1.39x101 5.30x106 15.735 0.215
12:30 230 1.60x101 6.10x106 15.750 0.230
1:00 260 1.81x101 6.91x106 15:760 0.240
1:30 290 2.OlxlO1 7.67x106 15.775 0.255
2:00 320 2.22x101 8.47x106 15.785 0.265
2:35 355 2.47x101 9.42x106 15.800 0.280
3:00 380 2.64x10' 1.01x105 15.810 0.290
4:05 445 3.09x101 1.18x105 15.835 0.315
4:30 470 3.26x10' 1.24x105 15.840 0.320
C-13 ESA Geotechnical Consultants
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Appendix D
Water Quality Analyses
C CCUESPJGRC
.
APPENDIX D WATER QUALITY ANALYSIS
D.1 INTRODUCTION
Chemical analyses have not been performed on any groundwater samples ob-
tained directly from the Universal City Station site. During the 1981 geotechnical investigation, a total of three water samples taken from Boreholes CEG-33 and CEG-35 were subjected to chemical analyses by Jacobs Laboratories (formerly PJB Laboratories in Pasadena, California). Boring CEG-33 is located about 2000 feet southeast of the proposed Station site while Boring CEG-35 is located about 3000 feet northwest of the Station site (please refer to Drawing No. 1 of the 1981 geotechnical report for the locations of these holes). Results of the chemical analyses performed during the 1981 investigation are summarized in this appendix. The primary purposes of obtaining and testing the water samples were as follows:
o Develop a current chemical constituent baseline for the ground- water along the subject Metro Rail Project alignment.
o Evaluate water chemicals that could have significant influence on design requirements.
o Identify chemical constituents for compliance with EPA require- ments for future tunneling activities.
Chemical constituents tested by PJB Laboratories include:
o Major cations.
o Major anions.
o pH special test for boron.
o Conductivity.
o TDS.
D.2 ANALYSIS AND RESULTS
In our opinion, neither a complicated chemical analysis nor interpretation were required for the purpose of the 1981 geotechnical study. Therefore, standard water chemical analysis tests were performed by PJB Laboratories, the results of which are presented herein. The results of the water quality tests are summarized in Table 0-1 and the data summary sheets.
0-1 CCIIESAIGRC
.
[I
.
TABLE D-1 SELECTED WATER QUALITY PARAM ETERS
PVC Depth Total Sulfate
Boring Diam. Water Date pH Dissolved Boron, B
Possible Water Type & Comments No.
(in.) Sampled Sampled SoHds
(ppm) (ppm)
(ft) 25 C (PP_
33 1 21.8 02-12-81 7.2 1,504 693 0.56 Na/SO4
33 2 23.3 02-11-81 7.5 1,154 538 0.38 NWSO4
35 1 95.0 02-12-81 7.6 2,605 19 3.2 Na/Cl
D-2 CCIIESA/GRC
Converse WardDavisDxon Earth Sciences Associates Geo/Resource Consultants
Jacobs Laboratories
Converse Ward Davis Dixon 126 W. Del Mar Blvd. P.O. Box 2268D Pasadena, CA 91105
itc'"ion: Buzz Speilman.
Report of Chemical Analysis
Water Quality
April 6, 1981
Lab No. P81-02-123 P81-02-142 P81-02-159 P81-02-186 P81-03-017
The enclosed analytical results are for thirty (30) samples of ground water received by this laboratory on February 12, 17, 18, 20 and March .3, 1981. The samples were collected and delivered by Converse, Ward, Davis, Dixon personnel.
Cation/Anion balance was not acheived on many of the, samples due to the presence of an unmeasured cation, probably aluminum or barium. This fact is reflected in the large difference between the milliequivalents of total hardness, (Milligrams CaCO3!1 50 milliequivalents) and the summed mliii- equivalents of calcium and magnesium. These samples balance electrically using the total hardness in place of the calcium and magnesium. This indicates a cation (or cations) was not measured. The most common ions are aluminum and barium. If you so desired, we may analyze these samples for the missing element(s).
Respectfully submitted,
William, R. Ray Manager, Water Laboratory
as 1
*
D-3
(
Converse Ward Davis Dixon
Sample labeled: HOLE 33-1"
Conductivity: 2,130 i mhos/cra
Turbidity: NTU
(,
Cations determined:
Calcium, Ca Magnesium, Mg Sodium, Na Potassium, K
Anions determined:
Bicarbociate, as HCO3 Chloride, Cl Sulfate, SO4 Fluoride, F Nitrate, as N
Carbon dioxide, CO2, Caic. Hardness, as CaCO3 Silica, Si02 Iron, Fe Manganese, Mn Boron, B
Total Dissolved Minerals, (by. addition: HCO3 -> Ca3)
Lab No. P81-03-017-3
No. Samples : 7
Sampled By : Client Brought By : Client Date Received: 3-3-81
pH 7.2@25°c
pHs @60°F (15.6°C) pHs @ 140°F (60°C)
Milligrams per Huh-equivalents liter (ppm) per liter
198 9.88 98 8.06
145 6.31 5.8 0.15
Total 24.40
474 7.77 94 2.66
693 14.44 0.6 0.03 0.3 0.00
43 898 31 <0.01 < 0.01
0.66
1,504
D-4
Total 24.90
Converse Ward Davis Dixon
Sample labeled: HOLE 33-2'
Conductivity: 1,710 p inhos/em
Turbidity: NTU
Cations determined:
Calcium, Ca Magnesium, Mg Sodium, Na Potassium, K
Anions determined:
Lab No. P81-02-123-5
No. Samples : 6
Sampled By : Client Brought By : Client Date Received: 2-12-81
pH 7.5 @ 25°C pHs @ 60°F (15,6°C) pHs @ 140°F (60°C)
Milligrams per Milli-equivalents liter (ppm) per liter
94 4.69 68 5.59 186 8.09 5.3 0.14
Total 18.51
Bicarbonate, as HCO3 329 539 Chloride, Cl 60 1.70 Sulfate, SO4 538 11.21 Fluoride, F 0.7 0.04 Nitrate, as N 2.7 0.19
Total 18.53
Carbon dioxide, CO2, Caic. 15
Hardness, as CaCO3 515
Silica, Si02 27
Iron, Fe < 0.01 Manganese, Mn < 0.01 Boron, B 0.38
Total Dissolved Minerals, 1,154
(by addition: HCO3 -> CO3)
(
(
0-5
(
Converse Ward Davis Dixon
Sample labeled: HOLE 35-1", 175'
ConductIvity: 4,640 ii mhos/cm
Turbidity: NTU
Cations determined:
Calcium, Ca Magnesium, Mg
Sodium, Na Potassium, K
Anions determined:
Bicarbonate, as HC0 Chloride, Cl Sulfate, SO4 Fluoride, F Nitrate, as N
Carbon dioxide, GO2, Caic. Hardness, as CaCO3 Silica, Si02 Iron, Fe Manganese, Mn
Boron, B
Total Dissolved Minerals, (by addition: HCO3 -> CO3)
Lab No. P81-02-142-7
No. Samples : 7 Sampled By : Client Brought By : Client Date Received: 2-17-81
pH 7.6 @ 25°C pHs @ 60°F (15.6°C) pHs @ 140°F (60°C)
Milligrams per Milli-equivalents liter (ppm) per Liter
56 2.79 67 5.51
795 34.58 12 0.31
Total 43.19
343 5.62 1,423 40.12
19 0.40 0.3 0.02 5.7 0.41
12
560 34
< 0.01 < 0.01
3.2
2,605
Total 46.57
Appendix E
Geotechnical Laboratory Testing
CCI!ESAJG RC
.
.
APPENDIX E GEOTECHNICAL LABORATORY TESTING
E.1 INTRODUCTION
Laboratory geotechnical tests were performed on selected soil and bedrock samples obtained from the borings.
The tests performed may be classified into two broad categories:
Index or identification tests which included visual classifica- tion, grain-size distribution, Atterberg Limits, moisture con- tent, and unit weight testing.
Engineering properties testing which included unconfined com-
pression, triaxial compression, direct shear, consolidation, permeability, porosity, resonant column, cyclic triaxial, and dynamic triaxial tests.
The laboratory test data from the present investigation are presented in
Table E-1, while data from the 1981 geotechnical investigation are pre-
sented in Table E-2. Results of laboratory tests that were performed during an investigation conducted by Converse Consultants in early to mid 1983 are presented in Table E-3. The soils and bedrock listed in these tables are described in Section 5.0 of the report.
E.1.1 Data Analysis
The summary of laboratory tesc results is presented in Tables E-1, E-2, and E-3. Figures E-1 through E-4 summarize strength and modulus data for fine- grained Alluvium. Figure E-5 summarizes the effective strength data for coarse-grained Alluvium. Figure E-6 is a compilation of modulus data from laboratory tests performed on coarse-grained Alluvium and Figures E-7
through E-10 summarize strength and modulus data for the Topanga Formation bedrock. It should be noted that test results from this investigation and from other design units have been combined when, in our judgment, it was considered appropriate to do so.
E.2 INDEX AND IDENTIFICATION
E.2.1 Visual Classification
Field classification was verified in the laboratory by visual examination in accordance with the Unified Soil Classification System and ASTM D-2487- 69 test method. When necessary to substantiate visual classifications, tests were conducted in accordance with the ASTM D-2487-69 test method.
E.2.2 Grain Size Distribution
Grain size distribution tests were performed on representative samples of
the geologic units to assist in the soils classification and to correlate test data between various samples. Sieve analyses were performed on that portion of the sample retained on the No. 200 sieve in accordance with ASTM
E-1 CCIIESA!GRC
0-422-63 test method. Combined sieve and hydrometer analyses were per- formed on selected samples which had a significant percentage of soil particles passing the No. 200 sieve. Results of these analyses are pre- sented in the form of grain-size distribution or gradation curves on Fig- ures E-11 through E-16.
It should be noted that the grain-size distribution tests were performed on samples secured with 2.42- and 2.87-inch ID samplers. Thus, material larger than those dimensions may be present in the natural deposits al-
though not indicated on the gradation curves.
E.2.3 Atterberg Limits
Atterberg Limit Tests were performed on selected soil and bedrock samples to evaluate their plasticity and to aid in their classification. The testing procedure was in accordance with ASTM 0-423-66 and 0-424-59 test methods. Test results are presented on Figures E-17 and E-18 and Tables E- 1 and E-2.
E.2.4 Moisture Content
Moisture content determinations were performed on selected soil and bed- rock samples to assist in their classification and to evaluate groundwater location. The testing procedure was a modified version of the ASTM 0-2216 test method. Test results are presented on Tables E-1, E-2, and E-3.
E.2.5 Unit Weight
Unit weight determinations were performed on selected undisturbed soil and bedrock samples to assist in their classification and in the selection of samples for engineering properties testing. Samples were generally the same as those selected for moisture content determinations.
The test procedure entailed measuring specimen dimensions with a precision ruler or micrometer. Weights of the sample were then determined at natural moisture content. Total unit weight was computed directly from data ob-
tained from the two previous steps. Dry density was calculated from the moisture content found in Section E.2.4 and the total unit weight. Results of the unit weight tests are presented as dry densities on Tables E-1, E-2, and E-3.
E.3 ENGINEERING PROPERTIES: STATIC
E.3.1 Unconfined ComDression
Unconfined compression tests were performed on selected samples of cohe- sive soils and bedrock from the test borings for the purpose of evaluating the undrained, unconfined shear strength of the various fine-grained geo- logic units. The tests were performed in accordance with the ASTM 0-2166- 66 test method. Results of the unconfined compression tests are presented in Tables E-1, E-2, and E-3.
E-2 CCIIESAIGRC
E.3.2 Triaxial Compression
Consolidated undrained triaxial compression tests with pore pressure mea- surements were performed on selected undisturbed soil samples. The tests
were conducted in the following manner:
E.3.2.1. Consolidated Undrained (CU) Tests
o The undisturbed test specimen was trimmed to a length to diam-
eter ratio of approximately 2.0.
o The specimen was then covered with a rubber membrane and placed in the triaxial cell.
o The triaxial cell was filled with water and pressurized, and the
specimen was saturated using back-pressure.
o When saturation was complete, the specimen was consolidated at
the desired effective confining pressure.
o After consolidation, an axial load was applied at a controlled
rate of strain. In the case of the undrained test, flow of water from the specimen was not permitted, and the resulting pore water pressure change was measured.
o The specimen was then sheared to failure or until a desired maximum strain reached.
Some of the tests were performed as progressive tests. The procedure was
the same as above except that, when the soil specimen approached but did
not reach failure (usually to peak effective stress ratio), the axial load
was removed and the specimen was consolidated at a higher confining pres-
sure. The axial load was again applied at a constant rate of strain, and
the sample was loaded until failure occurred. Results of the triaxial
compression tests are presented in Figures E-19 through E-31.
E.3.3 Direct Shear
Direct shear tests were performed on selected undisturbed soil samples using a constant strain rate direct shear machine.
Each test specimen was trimmed, soaked, and placed in the shear machine, a
specified normal load was applied, and the specimen was sheared until a
maximum shear strength was developed. Fine-grained samples were allowed to consolidate prior to shearing.
Progressive direct shear tests were performed on selected undisturbed sam-
ples. After the soil specimen had developed maximum shear resistance under the first normal load, the normal load was removed and the specimen was pushed back to its original undeformed configuration. A new normal load
was then applied, and the specimen was sheared a second time. This process
was repeated for several different normal loads. Results of the direct
shear tests are summarized on Tables E-1 and E-2 and Figure E-1.
E-3 CCl/ESAJGRC
E.3.4 Free Swell
Free swell tests were performed on selected undistured samples of cohe-
sive, potentially expansive soils. The test procedure entailed placing
the undisturbed soil sample in a consolidometer, applying a vertical con-
fining load, and inundating the sample with tap water. The resulting one-
dimensional swell of the sample was measured and recorded. Results of
these tests are presented on Table E-1.
E.3.5 Consolidation
Consolidation tests were performed on selected undisturbed soil samples
placed in 1-inch high by 2.42-inch diameter brass rings, or 3-inch diameter
Shelby tubes trimmed to a 2.42-inch diameter.
Apparatus used for the consolidation test is designed to receive the 1-inch
high brass rings directly. Porous stones were placed in contact with both
sides of the specimens to permit ready addition or release of water. Loads
are applied to the test specimens in several increments, and the resulting
settlements recorded.
Results of consolidation tests on the undisturbed samples are presented on
Figures E-32 through E-36.
E.3.6 Permeability
. Permeability tests were performed on undisturbed specimens selected for
testing, or in conjunction with the static and cyclic triaxial tests, using
the same selected undisturbed samples of soil. Permeability was measured
during back-pressure saturation by applying a differential pressure to the
ends of the sample and measuring the resulting flow. Results of the tests
are tabulated on Tables E-1 and E-2.
E.3.7 Porosity
Porosity, or void ratio, of selected undisturbed samples was determined by
measuring the dry unit weight and specific gravity, then calculating the
void ratio, e, and porosity, n, using the following formula:
e = (1 - Vs)/Vs, where Vs = (Yd)t(G x and n = eI(1 + e)
= unit weight of water
= unit dry weight of the soil
G = specific gravity of soil solids.
In some cases, an assumed average value for the specific gravity, based on
the measured values for other specimens, was used for the porosity calcula-
tiori.
E-4 CCUESA/GRC
. TABLEE-1
LABORATORY TEST DATA
.
LU > S-i
-J C,, - Z
C,)
LU LU
> 0
I Z
ut oE° cc C,, C,)
w _
0_S -J
LU cc
cc 0
Z > z 0
cc w cc
0 d d 0) cc
C LU
W < 1 LU 0 z z
Ui cc w cc z F- -J
Z -J 0
I LU DIRECT SHEAR .
9 E -J 0 cc o cc
S-i
0 >- - C-) E. Ow STRENGTH
Ui > 0 0 0 < Ui 0 VISUALCLASSIF1CATION
w 0
cc 0
0 LL
>LU J
2I- &
ENVELOPE Ø,deg c,ksf
0 C"
>. 3:
W 0
cc I-
34-1 C-i 8.0 Sandy Clay A 105 17 25 0.45
14.5 ClayeySand 110 28 10 2.37 X X x m-- - - - - - C-2 180 Sandy Clay A 1 .28
C-3 0 Sandy Clay A 96 27 X
C-4 38.0 Clayey Sand A 107 20 (1)
C-S 530 Silty Sand A 97 29
PB-5 63.8 Silty Sand/Sand with gravel A 113 15 2.99x106 X X
C-6 72.9 Claystone It 106 21 (1)
C-7 88.7 Claystone/Sandstone It ios 22
PB-7 94.5 Claystone It 107 21 38 14 X X
C-8 989 Claystone/Sandstone 113 1__ 06(0.5) X
34-2 C-i 8.0 Sandy Clay _ !2. J_ 3.62
C-2 180 Clayey Sand A 100 23 _____ __ 0.25
PB-2 24.5 Sandy Clay/Clayey Sand A 0.32 .2L
X
C-3 28.0 Sandy Clay/Clayey Sand A 98 28 0.44
NOTE: (1) OnepointdirectshearteSt
. .TABL
-1 (Cont.)
LABORATORY TEST DATA
o o 2 2 o w 9- -
o < w V) 0 VISUAL CLASSIFICATION
34-2 C-4 38.0 Sandy Clay
C-5 53.0 Silty Sand/Clayey Sand
PB-6 81.0 Claystone
C-6 845 Claystone
343 C-2 18.0 Silty Clay
C-3 28.0 Sandy Clay/Clayey Sand
PB-3 34.5 Sandy Clay
C-4 38.0 Clayey Sand
C-6 68.3 Claystone/Siltstone
PB.6 76.6 Claystone/Siltstone
PB.9 105.4 Claystone/Siltstone
PB10 115.5 Claystone/Siltstone
34.4 C-i 8.0 Sandy Clay
PB-i 14.5 Clayey Sand
C-2 18.0 Silty Clay
PB.4 44.5 Silty Clay
Ui 0
- .-.
> -J -J 2
I Hi h k hL1 2 C
2 -j
o F- DIRECTSHEAR Q E
..j
..J
0 0
w 0 - Ow
'
STRENGTH ENVELOPE ! >
0 LL I d,deg cJsL ___ I 0
A 93 35 X X X
Tt 80 39 1.81
Tt 35 (1)
A 97 29 X
A, 105 19 '30 0.40
A 95 26 34 13 0.72(2) x x x
A 103 24
Tt 108 19 19 2.5
Tt 112 18 X
Tt 106 20
It 114 15 9.98
A 106 17 34 0.0 _L_ A 98 26 0.98
A 85 35 2.12
NOTES: (2) Unconfined test result low due to presence of sand lenses.
(3) Sample was disturbed.
. TAB -1 (Cont.)
LABORAT YTEST DATA
c d 2 o w -
2 - -J I a-
cc 5 ci.
o a
< w ye 0 VISUAL CLASSIF1CATION
344 C-5 53.0 Sand
PB-5 64.5 Silty Sand/Sand with gravel
C-6 72.5 Sandstone -Ti - -
PB-6 84.0 Claystone
PB-8 104.2 Claystone
PB-9 114.0 Claystone/Sandstone
34-5 PB-i 17.5 Silty Clay
C-i 46.0 Sandy Silt
PB-5 72.5 Claystone
PB-7 86.5 Claystone
C-5 95.9 Claystone
C-6 105.4 Sandstone
C-7 115.4 . Sandstone
w
- >
-J 2
- cc >- 0_ CI) 2 >.
I Q 0
W o
O ci
C/)
>- i w cc 0 0 ci:
w --a- LLW
Ui I 0
Ui
a- 4 W
5 Ui -.
Lii
j 4 o
I-
DIRECTSHEAR -J 0 2 O STRENGTH Q E
w >.
cc 0 0 ENVELOPE ci >. L'j
0 0 LL P1 ,,deg c,ksf ye I --
A 100 22 32 0.0 X
A 101 24 i.49x i06 -- X X
Tt 112 16 (1)
25 5.72
Tt 105 20
Tt 109 18 X X
A 100 24 42 22 1.63
A 93 32 37 0.0
Tt 90 24 2.6x i0
Tt 111 18 x
.i .L.!. ...E ____ ________ ______(i)_____ 3.0(0.5) x
Tt 110 18
X Tt 106 19
TABLE E-3 LABORATORY TEST RESULTS
(CCI; 1983) Unconfi ned
Moisture Dry Compressive Boring Sample Soil Depth Content Density Strength
No. No. Classification (ft) (%) (pcf) (ksf)
34A Cl CL 10 16 113 5.36 C2 SC 30 20 109 2.28 C3 Sandstone 50 12 127 6.23 CS Sandstone 80 10 128
P62 Sandstone 90 9 131 16.7 CC Sandstone 100 9 129
348 Cl CL 20 24 101 1.27 C2 ML/CL 40 34 89 1.06 C3 SM 70 14 130
P81 Siltstone 80 22 101 3.58 C4 Siltstone 90 20 109 3.62 CS Siltstone 120 16 116
340 Cl SP 32 23 102 P81 Siltstone 50 23 95 P62 Siltstone 60 20 107 .6* C2 Siltstone 61 17 110 12.0
PB3 Siltstone 70 19 105 1.20 C3 Siltstone 80 22 96 2.33 C4 Siltstone 100 26 102 5.31
kFailed on sandy beddiny pl;ine.
S
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I I NORMAL STRESS, a-, (KSF) I
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SUMMARY OF DIRECT SHEAR TEST RESULTS - ALLUVIUM DES I G N UNIT A425 Project No. . Southern California Rapid Transit District 83-1140
METRO RAIL PROJECT Figure No
Geotechnical Engineering Converse Consultants andAppliedsciences E-1
.
.
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SUMMARY OF EFFECTIVE STRENGTH DATA - FINE-GRAINED ALLUVIUM DESIGN U N IT A425 Project No
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Converse Geotechnical Engineering
Consultants and Applied Sciences
Figure No.
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SUMMARY OF TOTAL STRENGTH DATA - FINE-GRAINED ALLUVIUM DESIGN UNIT A425
Southern California Rapid Transit District METRO RAIL PROJECT
4. Geotechnical Engineenng Converse ConsulLan1s andAppliedSciences
Project No.
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Figure No
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EFFECTIVE CONFINING PRESSURE, 0, (KSF)
SUMMARY OF MODULUS DATA - FINE-GRAINED ALLUViuM DESIGN UNIT A425 Project No.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No.
Geotechnical Engineering
Converse Consultants and App'ied Sciencs E-4
.
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Traxial Test results
NOTES: 1) Solid symbols are from this investigation 2) Open symbols are from other design units 3) tana sinck
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SUMMARY OF EFFECTIVE STRENGTH DATA - COARSE-GRAINED ALLUVIUM DESIGN UNIT A425 PtojectNo. . Southern California Rapid Iransit District 83-1140
METRO RAIL PROJECT Figure No.
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SUMMARY OF MODULUS DATA COARSEGRAINED ALLUVIUM DESIGN UNIT A425 Project NO.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Pir,i ire No
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SUMMARY OF DIRECT SHEAR TEST RESULTS TOPANGA FORMATION DESIGN UNIT A425
Project No. . Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No.
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.
.
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TrcxaI Test results
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SUMMARY OF EFFECTIVE STRENGTH DATA TOPANGA FORMATION DESIGN UNIT A425 Project No.
Southern CaITfornk RopTd Transit District 83-1140 METRO RAIL PROJECT
Figure No. , Geotechnicat Engineering Converse Consultan iS and Applied Sciences E8
.
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TraxiaI Test results
NOTE : tana =sin
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SUMMARY OF TOTAL STRENGTH DATA TOPANGA FORMATION DESIGN UNIT A425 Project No. . Southern CaUfornia Rapid Transit District 83-1140
METRO RAIL PROJECT Figure No.
Geotechnical Engineering
Converse Consultants and Applied Sciences E-9
.
.
0 x
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NOTE : 1)Modulus calculated from unload/reload stage of Triaxkl Test
0
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SUMMARY OF MODULUS DATA - TOPANGA FORMATION DESIGN UNIT A425 Project No.
SSouthern CaUfornia Rapid Transit Distrct 83-1140 METRO RAIL PROJECT
Figure No Geotechnical Engineering
Converse Consultants andAppIiedScences E-10
FORM NO. D.3V1.PProvad
for publication by
CLAY ILT SAND GRAVEL
FINE 'I' MEDIUM COARSE FINE ).j( COARSE
SIEVE SIZE NUMBER 270 200 140 100 60 40 20 10 4 %" /" 1" 1½" 2" 3"
100 - - - -
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SYMBOL BORING SAMPLE DEPTH,feet GRAIN-SIZE DISTRIBUTION CHART 34-1 PB-i 12.0-14.5 DESIGN UNIT A425
ProjectNo.
o 34-1 PB-S 62.0-63.8 Southern California Rapid Transit District 83-1 140 34-1 PB-i * 92.0-94.5 METRO RAIL PROJ ECT
Drawing No.
Geotechnical Engineering scoarse fraction predominated Converse Consultants and Applied Sciences E1 1
by weathered stone which did not break-down in washing DrOCeSS.
FORM NO. O3SAPPFOVedfOrPUbIIC8tI011
by
CLAY SILT SAND GRAVEL
IFINE MEDIUM COARSE FINE 'L COARSE >
Geolechnical Englneerin9 Converse Consultants and Applied Sciences
Drawing No.
E- 12
TORM NO. D.3.PProved for Pubhcatlon by
CLAY
SIEVE SILl
100 .T7TT.
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_ .005
SYMBOL BORING SAMPLE DEPTH, feet IJI I flI.J I IJI' ¼#EIMfl I
34.3 PB-3 32.0-34.5 DESIGN UNIT A425 Project No.
34.3 P8-9 114.0 Southern California Rapd Transit District 83-1140 METRO RAIL PROJECT
Drawing No.
Geotechnicat Engineering Converse Consultants andApplledsciences E-13
FORM No. for PUblICatIOn by
( CLAY
SYMBOL BORING SAMPLE DEPTH, feet iji i nwj u uju' I1Mfl I
34-4 PB-i 12.0-14.5 DESIGN UNIT A425 Project No.
Southern California Rapid Transit District 83-1140 34.4 PB-5 62.0-64.5 METRO RAIL PROJECT
o PB-9 ili.5-114.Ô Drawing No.
Geotechnical Engineering Converse Consultants and Applied Sciences E- 14
PORM NO. o3PProved for publication by
' CL'(
SIEVE
100
SYMBOL BORING
. 34.5
SAMPLE DEPTH,feet iu i r.ij u uju. ui,n i PB.5*
- 70.0-72.5 DESIGN UNIT A425
Southern California Rapid Transit District METRO RAIL PROJECT
* Coarse fraction predominated Geotechnlcai Engineering
by weathered stone which did Converse Consultants and Applied Science.
not break-down in washing process.
Project No.
83-1140
Drawing No.
E-15
J U I V Ill W_ L I# '. I S I I 5-' #:?II - I
0----- 34 J-3 21'
----0--- 34 C-2 30'
34 J-7 40'
GRAIN-SIZE DISTRIBUTION CHART
DESIGN UNIT A425 ProjectNo.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No.
Geotechnical Engineering Converse Consultants and Applied Sciences E-1 6
.
I
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LIQUID LIMIT (LL)
Symbol Classification and Source Liquid
Limit (°/o)
Plastic Limit (°/o)
Plasticity Index (°/o)
o/ Passing 200 Seive
BH 34-1, 12.0'-14.5' (CL) 28.0 18.3 9.7 35.6
O BH 34-1, 92.0'-94.5' (CL-clayston4 37.5 24.0 13.5 29.7
BH 34-3, 32.0'-34.5' (CL) 34.3 21.7 12.6 62.3
BH 34-4, 12.0'-14.5' (SC) 28.0 18.0 10.0 43.0
PLASTICITY CHART
DESIGN UNIT A425 Project No
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No Geotechnical Engineering
Converse Consultants andAppliedScienceS E-17
.
.
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LIQUID LIMIT (LL) %
Symbol Classification and Source Liquid Limit (°/o)
Plastic Limit (°/o)
Plasticity Index (°/o)
0/0 Passing 200 Seive
o BH 34, 30' (CL) 29 20 9 80
BH 34, 70' (CH/MH) 52 28 24 -
BH 34, 90' (CL) 49 22 27 -
BH 34, 100' (CL) 49 22 27 -
BH 34, 120' (CH) 64 30 34 -
A BH 34, 128' (ML) 44 29 15 -
V BH 34, 178' (CH) 87 24 63 -
y BH 36, 31' (CL) 32 22 10 -
o BH37, 110' (ML) 32 25 7 86
PLASTICITY CHART
DESIGN UNIT A425 Project No.
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
Figure No
* Geotechnical Engineering Converse Consultan1s andAppliedSciences E-18
. .
Approved for publication by
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SPECIMEN SPECIMEN LOCATION SPECIMEN DATA SAMPLE
NUMBER BORING NUMBER
SAMPLE NUMBER
DEPTH (FEET)
SOIL CLASSI-
FICATION LENGTH (INCHES)
DIAMETER (INCHES)
DRY DENSITY (P.0 F.)
MOISTURE CONTENT (PERCENT)
TYPE
PB-i 34-1 P8-i 12.0-14. SC 5.866 2.86 111.1 Stage 1
Stage 2
Pitcher undisturbed
PB-i 34-1 P8-i 12.0-14. sc 5.620 2.90 113.0 16.0
Initial 5.990 2.84 110.2 17.4
TEST VALUES AT FAILURE EFFECTIVE (MAXIMUM 01103')
SPECIMEN SYMBOL CONSOL TEST TYPE TOTAL PORE MINOR MAJOR
NUMBER PRESSURE DEVIATOR STRESS
PRESSURE CHANGE
EFFECTIVE STRESS
EFFECTIVE STRESS
D (PSI.) 0-iJ (PSI.) U (P.S I) 0' (PSI.) ff (P.S I)
PB-i Stage 1 15 22.3 8.9 6.1 28.4 Two Stage ICU wth
PB-i Stage 2 30 71.7 7.6 22.4 94.1 Pore Pressure
Measurements
TRIAXIAL COMPRESSION TESTS
DESIGN UNIT A425 POOC No
Southern California Rapid Transit District 83-1140
-. .
METRO RAIL PROJECT 2 3 4 5 6
Geotechnicsi Engineering Fgoe No
AXIAL STRAIN, % Converse Consultants and Applied Sciences E-19
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SPECIMEN_________ NUMBER
SPECIMEN LOCATION SPECIMEN DATA SAMPLE TYPE
BORING NUMBER
SAMPLE NUMBER
DEPTH (FEET)
SOIL CLASS)-
FICATION LENGTH (INCHES)
DIAMETER (INCHES)
DRY DENSITY )P.CF.(
MOISTURE CONTENT (PERCENT)
P8-5 34-1 P8-5 62.0-63.8 SM/SP 6.142 2.85 113.6 18.4
Initial 6.188 2.84 113.3 15.2 Pitcher undisturbed
TEST VALUES AT FAILURE EFFECTIVE (MAXIMUM hi /03
SPECIMEN SYMBOL CONSOL. TEST TYPE TOTAL PORE MINOR MAJOR
NUMBER PRESSURE DEVIATOR STRESS
PRESSURE CHANGE
EFFECTIVE STRESS
EFFECTIVE STRESS
h (PSI.) Olh3 (P.S.).) U (PS.).) O' (P.S I.) tT' (PS I)
PB-5 25 47.3 11.0 14.0 61.3 ICU with Pore
Pressure measure- ments
TRIAXIAL COMPRESSION TESTS
DESIGN UNIT A425 Southern California Rapid Transit District 83-1140
METRO RAIL PROJECT
0 2 4 6 8 10
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SPECIMEN_________ NUMBER
SPECIMEN LOCATION SPECIMEN DATA SAMPLE TYPE BORING
NUMBER SAMPLE NUMBER
DEPTH (FEET)
SOIL CLASSI- FICATION
LENGTH (INCHES)
DIAMETER (INCHES)
DRY DENSITY (PC F)
MOISTURE CONTENT (PERCENT)
PB-7 34-1 PB-7 92.0-94.5 Topanga 5.910 2.89 108.0 18.9
Pitcher
INITIAL 6.000 2.88 107.3 20.7 Undisturbed
TEST VALUES AT FAILURE EFFECTIVE (MAXIMUM UG3
SPECIMEN SYMBOL CONSOL. TEST TYPE
TOTAL PORE MINOR MAJOR NUMBER PRESSURE DEVIATOR
STRESS PRESSURE CHANGE
EFFECTIVE STRESS
EFFECTIVE STRESS
G (P.S I.) O,-cY (P.S.I I U (PSI) I' )P.S.I) Oy (P.S I,)
P8-7 - 50 62.7 16.5 33.5 9&2 CU with Pore
Pressure measure-
men ts
TRIAXIAL COMPRESSION TESTS DESIGN UNIT A425
Southern California Rapid Transit District METRO RAIL PROJECT 83-1140
2 4 6 8 10
AXIAL STRAIN, % Converse Consultants
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PB-2 34-2 PB-2 22.0-24.5 C!./SC 5.905 2.85 99.6 - Stage 1
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Undisturbed Initial 6.000 2.84 98.9 25.0
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SPECIMEN SYMBOL CONSOL. TEST TYPE TOTAL PORE MINOR MAJOR
NUMBER PRESSURE DEVIATOR STRESS
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P8-2 Stage 2 40 34.7 24.1 15.9 50.6 measurements
TRIAXIAL COMPRESSION TESTS DESIGN UNIT A425
Southern California Rapid Transit District
METRO RAIL PROJECT 83-1140
Ueotechnlcal Lngln$eflng
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SPECIMEN SYMBOL CONSOL. TES) TYPE TOTAL PORE MINOR MAJOR
NUMBER PRESSURE DEVIATOR PRESSURE EFFECTIVE EFFECTIVE STRESS CHANGE STRESS STRESS
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P8-3 34-3 P8-3 32.0-34.5 CL 5.895 2.86 96.1 - Stage 1
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Initial 6.000 2.85 95.4 25.8
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NUMSER PRESSURE DEVIATOR STRESS
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P8-3 Stage 1 30 27.5 18.5 11.5 39.0 Two-Stage ICU with Pore Pressure
P8-3 Stage 2 60 52.8 36.1 23.9 76.7 measurements
TRIAXIAL COMPRESSION TESTS DESIGN UNIT A425 PCINO
Southern California Rapid Transit District METRO RAIL PROJECT 83-1140
Geotechnicat Engineenng
AXIAL STRAIN, % Converse Consultants andAppl).dSclences E-24
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P8-6 34-3 P8-6 74.1-76.6 Topanga 6.357 2.89 112.0 16.6
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TRIAXIAL COMPRESSION TESTS DESIGN UNIT A425 No
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
1011111 - 1111' 6 8 10
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P8-9 34-4 PB-9 111.5-114 Topanga 6.232 2.91 109.1 18.8
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DESIGN UNIT A425 N.)
Southern California Rapid Transit District 83-1140 METR All. ?RQJFCI______
Geotechnical Engineering
AXIAL STRAIN, % Converse Consultants and Applied Sciences E-26
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TRIAXIAL COMPRESON TESTS
DESIGN UNIT A425 p
Southern California Rapid Transit District
0 1 2 3 4 5 6
METRO RAIL PROJECT 83-1140
AXIAL STRAIN, Converse Consultants -
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TRIAXIAL COMPRESSION TESTS DESIGN UNIT A425 P,oect No
Southern California Rapid Transit District 83-1140 METRO RAIL PROJECT
2 4 68 10
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P8-5 34-5 PB-5 70.0-72.5 Topanga 5.504 2.90 92.6 22.1
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ADINGS AFTER SAT URATION WTH WATER
CONSOUDATION TESTS DESIGN UNIT A425 Project No
Southern CaIforna RapTd Transt District 83-1140 METRO RAIL PROJECT
Geotechnical Engineering
Converse Consultants andAppliedSciences
Drawing No
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CONSOLADATION TESTS
DESIGN UNiT A425 Project No
Southern California Rapid Transit DistrTc 83-1140 METRO RAIL PROJECT
Drawing No Geotechnical Engineering
Converse Consultants andAppbiedSciences E-36
Appendix F
Technical Considerations
CCUESAIG RC
APPENDIX F: TECHNICAL CONSIDERATIONS
F,1 SHORING PRACTICES IN THE LOS ANGELES AREA
F.1.1 General
Deep excavations for building basements in the Los Angeles area are corn-
nionly supported with soldier piles with tieback anchors. Three case stud- ies involving deep excavations into materials similar to those anticipated at the proposed site are presented below.
F.1.2 Atlantic Richfield Project (Nelson, 1973)
This project involved three separate shored excavations up to 112 feet in
depth in the siltstones of the Fernando Formation. The project is located just north of Boring CEG 9, and the proposed location of the Flower Street Station. Key elements of the design and construction included:
o Basic subsurface material was a soft siltstone with a confined compressive strength in the range of 5 to 10 ksf. It contained some very hard layers, seldom more than 2 feet thick. All
materials were excavated without ripping, using conventional equipment. Up to 32 feet of silty and sandy alluvium overlaid the siltstone.
o Volume of water inflow was small and excavations were described as typically dry.
o Shoring system consisted of steel, wide flange (WE) soldier piles set in pre-drilied holes, backfiiled with structural con- crete in the "toe" and a lean concrete mix above. The soldier pile spacing was typically 6 feet.
o Tieback anchors consisted of both belied and high-capacity fric- tion anchors.
o On the side of one of the excavations a 0.66H:1V (horizon-
tal:verticai) unsupported cut, 110 feet in height, was excavated and sprayed with an asphalt emulsion to prevent drying and ero- sion.
o Timber lagging was not used between the soldier piles in the
siltstone unit. However, an asphalt emulsion spray and wire mesh welded to the piles was used.
The garage excavation (when 65 feet deep) survived the February 9, 1971 San
Fernando earthquake (6.4 Richter magnitude) without detectable movement. The excavation is about 20 miles from the epicenter and experienced an
acceleration of about 0.1 g. The shoring system at the plaza, using belied anchors, moved laterally an average of about 4 inches toward the excavation . at the tops of the piles, and surface subsidence was on the order of 1
inch; surface cracks developed on the street, but there was no structural
F-i CCIIESAIGRC
damage to adjacent buildings. Subsequent shoring used high capacity fric- tion anchors and reportedly moved laterally less than 2 inches.
F.1.3 Century City Theme Towers (Crandall, 1977)
This project involved a shored excavation from 70 to 110 feet deep in the
Old Alluvium deposit. Immediately adjacent to the excavation (about 20
feet away) was a bridge structure supported on piles 60 feet below the
ground surface. The project is located about one mile west of Boring CEG-
20 and the proposed location of the Fairfax Avenue Station. Key elements
of the design and construction included:
o Basic subsurface materials were stiff clays and dense silty
sands and sands. The permanent groundwater table was below the
level of excavation, although minor seeps from perched ground-
water were encountered.
o Shoring system consisted of steel WF soldier piles placed in 36-
inch-diameter drilled holes spaced 6 feet on center.
o As the excavation proceeded, pneumatic concrete was placed in-
crementally in horizontal strips to create the finished exterior wall. The concrete which was shot against the earth acted as the
lagging between soldier piles.
o Tieback anchors consisted of high-capacity 12- and 16-inch-
diameter friction anchors.
o Actual load imposed on the wall by the adjacent bridge was com-
puted and added to the design wall pressures as a triangular
pressure distribution.
o Maximum horizontal deflection at the top of the wall was 3
inches, while the typical deflection was less than 1 inch. Adja-
cent to the exiting bridge, the deflections were essentially zero, with the tops of most of the soldier piles actually moving into the ground due to the high prestress loads in the anchors.
o Survey of the bridge pile caps indicated practically no move-
ment.
F.1.4 St. Vincent's Hospital (Crandall, 1977)
This project involved a shored excavation up to 70 feet deep into the
claystones and siltstones of the Puente Formation. Immediately adjacent to the excavation (about 25 feet away) was an existing 8-story hospital
building with one basement level supported on spread footings. The project is located about 1/3 mile north of Boring CEG-li and the proposed location of the Alvarado Street Station. Key elements of the design and construc-
tion included:
a Basic subsurface materials were shale and sandstone, with0 a bed-
ding dip to the south at angles ranging from 20 to 40 . Al-
though the permanent groundwater level was below the excavation
F-2 CCl/ESA/GRC
level, perched zones of significant water seepage were encoun- tered.
o Shoring system consisted of steel WF soldier piles placed in 20- inch-diameter drilled holes spaced at 6 feet on center.
a Tieback anchors consisted of high-capacity friction anchors.
o Theoretical load imposed on the wall by the adjacent building was computed and added to the design wall pressure. The existing building was not underpinned; thus, the shoring system was re-
lied upon to support the existing building loads.
o Shoring performed well, with maximum lateral wall deflection of about 1 inch and typical deflections less than 1/4 inch. There was no measurable movement of the reference points on the exist- ing building.
F.1.5 Desicrn Lateral Load Practices
Table F-i summarizes the design lateral loads used for eight shored excava- tions in the general site vicinity. Based on these projects, the average equivalent uniform pressure for excavations in alluvium is 15.6H-psf (H = depth of the excavation). For excavations in the Puente or Fernando the average value is 14.5H-psf.
. According to Terzaghi and Peck's rules, the design pressure in granular soils would be equal to 0.65 times the active earthpressure. Assuming a
fricticn angle of 37 degrees, the equivalent design pressure should equal about 22H-psf. For hard clays, the recommended value ranges from 0.15-0.30 (equivalent rectangular distribution) times the soils unit weight or at
least i8H-psf.
Thus, the local design practices are some 20% less than those indicated by Peck's rules.
F.2 SEISMICALLY INDUCED EARTHPRESSURES
The increase in lateral earth pressure due to earthquake forces has usually been taken into consideration by using the Monobe-Okabe method which is
based on a modification of Coulomb's limit equilibrium earth pressure theory. This simple pseudo-static method has been applied to the design of retaining structures both in the U.S. and in numerous other countries around the world, mainly because it is simple to use. However, just as the use of the pseudo-static method is not really appropriate for evaluating the seismic stability of earth dams, those same shortcomings are also applicable when using the method to evaluate dynamic lateral pressures.
During an earthquake the inertia forces are cyclic in nature and are constantly changing throughout its duration. It is unrealistic to replace these inertia forces by a single horizontal (and/or vertical) force acting only in one direction. In addition, the selection of an appropriate value of the horizontal seismic coefficient is completely arbitrary.
F-3 CCUESAIGRC
Table F-i
SHORING LOADS IN LOS ANGELES AREA
Actual Equivalent
Excavation Design Design
Depth Pressure Pressure
Project Location (ft) Soil Conditions (P) (P')
Broadway Plaza 15-30 Fill over 19.OH 15.2H
Near 7th/Flower Alluvium Sands
Station
500 S. Hill 25 Fill over Sands 22.OH 17.6H and Gravel
Tishman Building 25 Alluvium-Clays, 19.OH 15.2H
Near CEG-14 Sand, Silt
Equitable Life 55 Alluvium Sand! 20.OH 17.5H
Near CEG-14 Siltstone
Arco 70-90 Alluvium over 16.OH 12.OH
Near CEG-9 Claystone
Century City 70-110 Alluvium-Clays 18.OH 14.4H
Near CEG-20 and Sands
St. Vincent's 70 Thin Alluvium 15.OH 12.OH
Near 3rd & Lk. over Puente
Oxford Plaza 40 Fill & Alluvium 21.OH 16.8H
Near 7th/Flower over Siltstone
.
Notes: All shoring systems were soldier piles.
All pressure diagrams were trapezoidal.
Equivalent pressure equals a uniform rectangular distribution.
F-4 CCl/ESAIGRC
Nevertheless, the pseudo-static method is still used today since it pro-
vides a simple means for assessing the additional hazard to stability imposed by earthquake loadings.
.
Monobe-Okabe originally developed an expression for evaluating the magni- tude of the total (static plus dynamic) active earth pressure acting on a
rigid retaining wall backfilled with a dry cohesionless soil. The method
was developed for dry cohesionless materials and based on the assumptions that:
o The wall yields sufficiently to produce minimum active pres- sures.
o When the minimum active pressure is attained, a soil wedge be-
hind the wall is at the point of incipient failure, and the
maximum shear strength is mobilized along the potential sliding surface.
o The soil behind the wall behaves as a rigid body so that acceler- ations are uniform throughout the mass.
Monobe-Okabe's method gives only the total force acting on the wall. It
does not give the pressure distribution nor its point of application. Their formula for the total active lateral force on the wall,
RAE' is as
follows:
AE = 1/2
where:
KAE = COS2 (ø-e-) 1 + SIN (+) SIN (-o-i) COS U COS8 COS
( COS (+e) COS (i-a))
U = tan (kh)/(l-kv)
7 = unit weight of soil
= angle of internal friction of soil
i = angle of soil slope to horizontal
= angle of wall slope to vertical
kh horizontal earthquake coefficient
k = vertical earthquake coefficient
7 = angle of wall friction.
For a horizontal ground surface and a vertical wall,
F-5 ccl/EsA!GRC
The expression for KAE then becomes
KAE = COS2 (ø-o-) COSOCOS (+o)
(i +l'SIN (+) SIN COS (o+6)
The seismic component, AE'
of the total lateral load can be deter- mined by the following equation:
AE = 1/2 7total H2 KAE
where:
KAE = KAE (static + seismic) KAE (static)
Inspection of actual acceleration time histories recorded during strong motion earthquakes indicates that the accelerations are quite variable both in amplitude and with time. For any given acceleration component the values fluctuate significantly during the entire duration of the record. Statistical analyses of the positive and negative peaks do indicate, how- ever, that when one considers the entire record there are generally an equal number of positive and negative peaks of equal intensity. In the past it has been common practice to use the peak value of acceleration recorded during the earthquake as a value of engineering significance. However, this peak value might occur only once during the entire earthquake duration and is usually not representative of the average acceleration which might be established for the entire duration of shaking.
It has been common practice in the past to ignore the effects of the vertical acceleration and to set the value of the vertical earthquake coefficient, k , equal to zero when using Monobe-Okabe's equation. This appears reasonXble as the peak values of horizontal and vertical accelera- tions do not occur at the same instant of time during an earthquake and are usually at different frequencies. The vertical earthquake component usu-
ally contains much higher frequencies than the horizontal component.
It has also been common practice to set the value of the horizontal seismic coefficient, kh, equal to the peak ground acceleration. This is conserva- tive since the peak acceleration only acts on the wall for an instant of time. In addition, for a deep excavation the soil mass behind the wall will not move as a rigid body and will have a seismic coefficient signifi- cantly less than the peak ground acceleration (analogous to a horizontal seismic coefficient acting on a failure surface for an earth dam).
For evaluating dynamic earth pressures for this study, we recommend that the value of the horizontal seismic coefficient be taken equal to 65% of the peak ground acceleration and that the vertical seismic coefficient,
k, be set equal to zero.
In a saturated soil medium the change in water pressure during an earth- quake has usually been established on the basis of the method of analysis originally developed by Westergaard (1933). His method of analysis was intended to apply to the hydrodynarnic forces acting of the face of a
concrete dam during an earthquake. However, it was used by Matsuo and
F-6 CCIIESAIGRC
.
O'Hara (1960) to determine the dynamic water pressure (due to the pore fluid within the soil) acting on quay walls during earthquakes, and has been used by various other engineers for evaluating dynamic water pres- sures acting on retaining walls backfilled with saturated soil. Unless the soil is extremely porous, it is difficult to visualize that the pore water can actually move in and out quick enough for it to act independently of the surrounding soil media. For most natural soils, the soil and pore water would move together in phase during the duration of the earthquake such that the dynamic pressure on the wall would be due to the combined effect of the soil and water. Thus, the total weight of the saturated soil should be used in calculating dynamic earth pressure values.
The allowable Building Code stress increase for seismic loading (33%) translates into an allowable uniform seismic earth pressure on the tempo- rary shoring of about magnitude 6H. This earth pressure corresponds to a seismic coefficient (Kh) of about 0.15g and a peak ground acceleration of about 0.23g (using the recommended procedures).
F-i CCUESAIGRC
.
Appendix G
Earthwork Recommendations
CCIIESAIGRC
APPENDIX G: EARTHWORK RECOMMENDATIONS
The following guidelines are recommended for earthwork associated with
site development. Recommendations for dewatering and major temporary ex-
cavations are presented in the text Sections 6.2 and 6.4 respectively.
o Site Preparation (Surface Structures):
Existing vegetation, debris, and soft or loose soils should be
stripped from the areas that are to be graded. Soil containing
more than 1% by weight of organics may be re-used in planter
areas, but should not be used for fill beneath building and paved
areas. Organic debris, trash, and rubble should be removed from
the site. Subsoil conditions on the site may vary from those
encountered in the borings. Therefore, the soils engineer should observe the prepared graded area prior to the placement
of fill.
o Minor Construction Excavations:
Temporary dry excavations for foundations or utilities may be
made vertically to depths up to 5 feet. For deeper dry excava-
tions in existing fill or natural materials up to 15 feet, exca-
vations should be sloped no steeper than 1.5:1 (horizontal to
vertical).
o Structural Fill and Backfill:
Where required for support of near surface foundations or where
subterranean walls and/or footings require backfilling, exca-
vated onsite soils or imported granular soils are suitable for
use as structural fill. Loose soil, formwork, and debris should
be removed prior to backfilling the walls. Onsite soils or
imported granular soils should be placed and compacted in accor-
dance with "Recommended Specifications for Fill Compaction." In
deep fill areas or fill areas for support of settlement- sensitive structures, compaction requirements could be increased
from the normal 90% to 95% or 100% of the maximum dry density to
reduce fill settlement.
Where space limitations do not allow for conventional backfill
compaction operations, special backfill materials and procedures may be required. Sand-cement slurry, pea gravel or other se-
lected backfill can be used in limited space areas. Sand-cement
slurry should contain at least 1-1/2 sacks cement per cubic
year. Pea gravel should be placed in a moist condition or should
be wetted at the time of placement. Densification should be
accomplished by vibratory equipment; e.g., hand-operated
mechanical compactor, backhoe mounted hydraulic compactor, or
concrete vibrator. Lift thickness should be consistent with the . type of compactor used. However, lifts should never exceed 5
feet. A soils engineer experienced in the placement of pea
gravel should observe the placement and densification procedures
to render an opinion as to the adequate densification of the pea
gravel.
CCIIESAJGRC
G-1
. If granular backfill or pea gravel is placed in an area of surface drainage, the backfill should be capped with at least 18 inches of relatively impervious type soil; i.e., soils contain- ing at least 40 percent passing the No. 200 sieve.
a Foundation Preparation:
Where foundations for near surface appurtenant structures are underlain by existing fill soils, the existing fill should be excavated and replaced with a zone of properly compacted struc- tural fill. The zone of structural fill should extend to undis- turbed dense or stiff natural soils. Horizontal limits of the structural fill zone should extend out from the footing edge a
distance equal to 5 feet or 1/2 the depth of the zone beneath the footing whichever is larger. The structural fill should be placed and compacted as recommended under "Structural Fill and Backfill."
FOUNDATION/SUBGRAOE PREPARATION
-H Floor Slob
o Subqrade Preoaration:
Concrete slabs-on-grade at the subterranean levels may be sup- ported directly on undisturbed dense materials. The subgrade should be proof rolled to detect soft or disturbed areas, and such areas should be excavated and replaced with structural fill. If existing fill soils are encountered in near surface subgrade areas, these materials should be excavated and replaced with properly compacted granular fill. Where clayey natural soils (near existing grade) are exposed in the subgrade, these . soils should be excavated to a depth of 24 inches below the subgrade level and replaced with properly compacted granular fill. Where dense natural granular soils are exposed at slab
G-2 CCIIESAIGRC
subgrade, the slab may be supported directly on these soils. All
structural fill for support of slabs or mats should be placed and compacted as recommended under "Structural Fill and Backfill."
o Site Drainage:
Adequate positive drainage should be provided away from the sur- face structures to prevent water from ponding and to reduce percolation of water into the subsoils. A desirable slope for surface drainage is 2% in landscaped areas and 1% in paved areas. Planters and landscaped areas adjacent to the surface structures should be designed to minimize water infiltration into the sub- soils.
Utility Trenches
Buried utility conduits should be bedded and backfilled around
the conduit in accordance with the project specifications. Where conduit underlies concrete slabs-on-grade and pavement, the remaining trench backfill above the pipe should be placed and compacted in accordance with "Structural Fill and Backfill."
o Recommended Specifications for Fill Compaction:
The following specifications are recommended to provide a basis
for quality control during the placement of compacted fill:
1. All areas that are to receive compacted fill shall be ob-
served by the soils engineer prior to the placement of
fill.
2. Soil surfaces that will receive compacted fill shall be
scarified to a depth of at least 6 inches. The scarified soil shall be moisture-conditioned to obtain soil moisture near optimum moisture content. The scarified soil shall be
compacted to a minimum relative compaction of 90%. Rela-
tive compaction is defined as the ratio of the inpiace soil density to the maximum dry density as determined by the
ASTM D1557-70 compaction test method.
3. Fill shall be placed in controlled layers the thickness of
which is compatible with the type of compaction equipment used. The thickness of the compacted fill layer shall not
exceed the maximum allowable thickness of 8 inches. Each
layer shall be compacted to a minimum relative compaction of 90%. The field density of the compacted soil shall be
determined by the ASTM 01556-64 test methods or equivalent.
4. Fill soils shall consist of excavated onsite soils essen-
tially cleaned of organic and deleterious material or im-
ported soils approved by the soils engineer. All imported
soil shall be granular and non-expansive or of low expan-
sion potential (plasticity index less than 15%). The soils
engineer shall evaluate and/or test the import material for
G-3 CCIIESA/GAC
its conformance with the specifications prior to its deliv- ery to the site. The contractor shall notify the soils
engineer 72 hours prior to importing the fill to the site.
Rocks larger than 6 inches in diameter shall not be used
unless they are broken down.
.
.
5. The soils engineer shall observe the placement of compacted fill and conduct inpiace field density tests on the com-
pacted fill to check for adequate moisture content and the
required relative compaction. Where less than 90% relative compaction is indicated, additional compactive effort shall
be applied and the soil moisture-conditioned as necessary
until 90% relative compaction is attained. The contractor
shall provide level testing pads for the soils engineer to
conduct the field density tests on.
G-4 CCIIESA/GRC
Appendix H
Geotechnical Reports References
CCl/ESAIGRC
.
.
APPENDIX H GEOTECHNICAL REPORT REFERENCES
Report Report No. Date Location Consultant
44 07/27/46 Universal Pictures, Inc.--Sound Stage C L. T. Evans
45 09/29/61 Revue Studios--Lankershini Boulevard L. T. Evans
46 10/27/65 Tower No. 2, Universal City Studios-- L. T. Evans
Lankershim Boulevard
47 08/06/74 Universal City Studios-- L. 1. Evans
80 Lankershim Boulevard
48 06/03/76 Universal City Studios-- L. 1. Evans
70 Lankershim Boulevard Office Building and Parking Structure
H-i CCl/ESA/GRC